GO2-83-622, Forwards Info Re as-built Seismic Category I Quality Class II Hangers,Spec Requirement & Documentation Relative to hold-down Bolts for Reactor Vessel to Assist in Resolution of Issues Raised by Const Assessment Team
| ML20077E638 | |
| Person / Time | |
|---|---|
| Site: | Columbia  |
| Issue date: | 07/15/1983 |
| From: | Carlisle C WASHINGTON PUBLIC POWER SUPPLY SYSTEM |
| To: | Martin J NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION V) |
| References | |
| GO2-83-622, NUDOCS 8307280359 | |
| Download: ML20077E638 (138) | |
Text
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062ElyE0 Washington Public Power Supply System I!,L P.O. Box 968 3000GeorgeWashingtonWay Richland, Washington 99352 (509)372-5000
. 'S03 J!:!. 2; fil12: Sg j Docket No'.,,50-397 .i ,3g g ,,
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July 15,-1983 G02-83-622 / ,;
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Mr. J. B.AdmGistr-Regional MartlV,febr e.
U.S. Nucleid Reguhtory '
Conpfslion
'i Region V - '
'i450 Maria L,143I Suite 2I0 l
Walnut Cfeek, CA ~94596 e _e // $
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< D u; gar W .-Martin: ,
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'i Subject : NUCLEAR PROJECT 2
,,' CONSTRUCTION ASSESSMENT TEAM ISSUES
/_ Enclosed is a package of information compiled to assist in resolution
, of issues-rdised by the Construction Assessment ' Team. Enclosed in the
>/.
4 packaqc abe:/ < -
/
i, A ,pa'per stating the SupplfSpitem's position with
- , raspect to as-buil, ting Seismic Category I, Quality
.e- Class II hangers, and the rationcle supporting that A posi ti o'n.'
u o The specifj(afion requiremen't and the documentation e relativ' e,tu the hold-down bolts for the reactor
- vessel. These bolts are identifiable by traceable records. .
4 o A package containing data relative to additional
, destructive excavation made into concrete at several locations in the plant. The findings are documented in detail in the package. Deep' excavations were made into Beam 285 and into an area of congested steel in the spent fuel pool wall. The excavations show no indica. tion of honeycombing or rock pockets behind a solid,cen, crete surface. Grahc and number of bars are i -
/ ',' - I
[ ."'I?G'.IATED ORIGIIIAL
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9 7280359 030715 '
' Certified By ab P1 JADOCK 03000397 ', '
eoa y^f ,e - - , T ., . . . '_ , . , - -
3.- c) ,
S Mr. J. B. Martin '
1s 4 -
Page 2 i July 15, 1983 +
. G02-83-622 .
I in confermance with the drawings and specifications.
Spacing deviations have been observed in some of the locations; analyses,are being performed to determine the implications of' these deviations.
1 ;
In addition to the attached information, the Supply Systcm is aggressively pursuing the resolution cf other issuer raised by the Construction Assess-ment' Team. Review programs have been established to address the specific issues as we 1 as the overall implications. Programs are presently established and underway fo^ the following areas:
- o. As-Bui,lting
,i o Non-Destructive Examination a Bolts, Fasteners and Torquing o Welding o Concrete o Engineering Disposition of Deficiencies o
o Site Quality Program Review Against Construction Assessment Team Findings
[5 ,
! iThese programs are being given priority attention to ensure successful s
J , i resolution of the Construction Assessment Team issues within our licensing / fuel lead schedule. To expedite successful resolution we
, ^~
) s request aimeeting be convened between Supply System and NRC Region V v
representatives' as soon as practicable to discuss these programs and our findings to,date.
A copy of 'this letter. and the enclosed package is being sent to Mr. R. F.
Heishman for consideration in the preparation of the Construction Assess-ment Team report.
L<-
C. S.hhCarlis l e -
90lA' 2- Program Director, WNP-2 HAC/fl j Attachments: As Stated cc: Mr. R. F. Heishman, NRC - IE Mr. A. D. Toth, NRC, Resident WNP-2 l
I s
QUALITY CLASS II
, SEISMIC CATEGORY I PIPE SUPPORTS The purpose of this document is to discuss WNP-2 compliance with Regulatory Guide 1.29 as applicable to Quality Class II (QC-II), Seismic Category I
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(SC-I) piping supports and the basis for statement of compliance in terms of:
e Design censervatisms e Inspection of actual field installations, and e Engineering evaluation of status as-built inspection data.
It should first be understood that specific supports within this general definition are as-built in accordance with the requirements for Quality Class I (QC-I) piping supports. This subset of QC-II, SC-I supports applies to supports which are part of piping anchor groups which also include safe-ty-related QC-I piping / supports. In other words, for a piping anchor group which has an internal QC-I/QC-II break, all associated piping isometrics and hanger detail drawings are included in the IE Bulletin 79-14 as-built program.
The remainder of this discussion shall focus on QC-II/SC-I pipe supports which i
are not part of such anchor groups.
l Regulatory Guide 1.29, Rev 2, paragraph C.2 states:
l "Those portions of structures, systems, or components whose continued function is not required but whose failure could reduce the functioning l of any plant feature included in items 1.a through 1.q above" (safety-re-l l lated structures, systems, and components) "to an unacceptable safety l
level should be designed and constructed so that the SSE would not caus,e -
! Page 1 of 4 l
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such' failure."
T.he WhP-2 program for QC-II, SC-I piping supports is in compliance with the above regulatory position fer the related scope.
This assurance is provided by:
e Desiga conservatisms applied to QC-II, SC-I piping supports; e The performance of a status as-built program with design verifica-tion / reconciliation for the large majority of QC-II, SC-I pipe supports; e An additional sample reinspection / engineering evaluation to confirm the technical adequacy of the status as-built program; and e Installation inspections being performed by Bechtel on in-process work.
n .
The design methods for QC-I, SC-I pipe supports were also applied to QC-II, SC-I pipe supports (with the exception that in a few instances anchor bolt l factors of safety of 3 to I were used rather than 4 or 5 to 1). Conservatisms in pipe stress and hanger design assumptions and methodologies and functional requirements for safety-related pipe supports were, and continue to be, impos?d on the subject QC-II, SC-I supports. A discussion of these conserva-tisms is provided in Reference 1, attached. This discussion also applies to small bore QC-II, SC-I supports because similar design methods were used for I
Page 2 of 4 i
. 1 l
1 all SC-I.. pipe supports. l l
Reference 2, attached, provides a brief discussion with results on design margins for small-bore pipe supports. It should be noted that the listed design margins co not consider the conservatisms discussed in Reference 1, or the difference in structural steel allowables between ANSI B31.1 and the AISC Code.
As previously mentioned, status as-built programs included QC-II, SC-I piping supports. It should be noted that the current construction program for QC-II, SC-I pipe supports includes in-process inspections by Bechtel field engineers of the same dimensions and tolerances as that used in the QC-I program. Prior to 1983, QC-II, SC-I supports had been constructed and inspected to QC-I requirements which exceeds both the requirements of Regulatory Guide 1.29 and the scope of IE Bulletin 79-14. As such, they were included in a construction status /as-builting program (IE Bulletin 79-14) and evaluated / reconciled by the Engineer.
i To address concerns raised by internal audits of the status as-built program a sample comparison of status as-built drawings to the installed configuration was performed. The results, reported in References 1 and 3, attached, provided a high level of confidence that the status as-built programs assured the adequacy of installed QC-II, SC-I supports to perform their function in accordance with Regulatory Guide 1.29 requirements.' The sample of small-bore 4
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pipe supports ih Refe .nce 3 addresses QC-I, SC-I' supports which at the time the status as-built program was performed included QC-II, SC-I supports. The program was implemented consistently across. the SC-I supports and is therefore representative. As indicated, rework was directed in nine (9) cases considering QC-I design requirements. The basic question of support function was considered adequate in all cases but one (1), again with respect to QC-I design require-ments. The design conservatisms applied to QC-II, SC-I pipe supports by imposing SSE functional requirements (maintain piping system function versus precluding support failure that would affect safety systems) with the small bore status as-built program for QC-II, SC-I pipe supports provides assurance of adequacy.
In summary, the design conservatisms, the previous status as-built programs, and the inspections performed during construction assure the functional require-ments for QC-II, SC-I pipe supports are met. The majority of this category of pipe supports were constructed to QC-I requirements and status as-built to QC-I requirements, including all supports constructed by the previous mechani-cal contractor whose QA Program was brought in question by the WRP-2 50.54(f)
- work stoppage. For the few QC-II, SC-I pipe supports constructed since the quality class downgrade, the design conservatisms and the in-process inspec-tions performed by Bechtel field engineers assure the functional requirements for this category of QC-II pipa supports are met.
l References i
l
- 1) BRWP-f-83-3194, dated April 13, 1983.
- 2) GCBR-F-83-213, date May 17, 1983.
- 3) GCBR-F-83-212, dated May 17, 1983.
Page 4 of 4 ANK/ecmm July 11, 1983
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Burns and Roe.Inc.
Nuclear Project No. 2 - Washmgton Public Power Supply Systern a P.O. Box 200 m Richland.Washmgton 99352 = 509-377 2501 a 509-943-8200
SUBJECT:
Work Order 3900/4000 Washington Public Power Supply System WNP-2 Quality Class II, Sismic Class I 1.arge-Bore Hanger Design i April 13,1983 BRWP-F-83--3194 Wathington Public Power Supply System P. O. Box 968 Richland, WA 99352 ,
Attention: Mr. B. A. Holmberg Peference: BRWP-F-83-916, February 3,1983 . -
Gentlemei5:
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Provided herein is a brief overview of the Burns and Roe (BRI)' Quality Class II, Seismic Class I large-bore pipe support design program. Addressed are the conservatism in the design, the WNP-2 restart requirements for pipe / support review (Special Requirement Checklists), and the acceptability -
of the status as-built program. This is submitted at the request of Mr. D. Timmins of the Supply System to support him in discussion with the NRC on this subject.
The initial design of WNP-2 large-bore pipe supports under Contract 215 *
~ did not include any pipe supports classified as Quality Class.II (Q. Cl. II)
Seismic Class I (S. C1. I). This change came about at the request of the constructor (Bechtel) to minimize the complexity of the documentation for supports which are not required to be Q. C1. I. The hangers now classi-fied as Q. Cl. II, S. Cl . I were initially Q. C1. I, S. C1. I. All the support systems that have been' changed from Q. Cl . I to Q. Cl . II, S. C1 I, are supporting ANSI B31.1 piping systems and are classified as Seismic Class I only because they are in an area that may contain other safety-related systems. The downgraded systems are not themselves safety related.
The conservatism in the design of these Q. Cl. II, S. Cl . I supports came from the 'following areas: pipe stress and hanger design assumptions and methodologies, and the functional requirements of the supports.
I Over Thirty Five Years of Engineering Achievement .
l t
Curns and Roe.Inc. 3, 1983 A ril Page 2 of 4 .
. . B RWP-F-83-3194
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- 1) Pipe Stress Analysis Cbnservatism ,, , , , ,
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There are a number of conservative assumptions, aside from the definition of seismic spectra loads, which result from using building
.s dynamic analysis. These con'servatisms are both in the Code and NRC '
9 imposed- criteria. -They include the use of " lower bounded" values for damping {f.e. 0.5%), more. restrictive material properties, lower allowable equipment loads and " upper bcunded" peak broadening, cut off frequencies and limitation on the number of stress cycles.
Further conservatism related to BRI design methods include conservative simplifications used in th2 linearized dynamic modeiling sur.h as modelling of masses (valves, suoports, etc.),. ccmbining worst case static arcnor movem' e nts with inertial effects or any other load combination of two or .more dynamic loads, combining ocdai responses and simplification by worst case combination of spectra imput data ,
at terminal ends. If such conservatisms are removed, it would in general result in substantially lager ' -
pipe stress values and support ~
loads. ,
2). Pioe Succort.Desicn Conservatism
- The structurgl steel 0.f most of these Jp ipe supports.was originally
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. designed to ANSI B31,.1 structural steel allowables. ..However,. the -
applicable design code for the structural steel allowables is AISC
'which ha'ev allowables approximately twice the ANSI B31.1 Code.
Consequently, a significant design margin exists for many supports due to the structural steel allowables. Note that.some systems that had been downgraded (O. Cl. I to Q. Cl. II) had also been downgraded
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recently from ASME Section III, C1. 3;,to ANSI B31.1. On these systems the above conservatism is not applicable by Code. The amount of ASME downgrade represents a small number (less than 30%) of all ~
' Q.' Cl . II S. C1. I supports.
l From previous project studies of physical "as constructed" weld sizes compared to required weld size it can be stated that there is addi'tional support design conservatism in the weld design. Especially when a large percentage of design welds are sized based on compliance with the AISC Code criteria for minimum weld size and not related to the optimization of stress allowables, i.e. welds larger than needed for strength purposes are specified in many instances. When further
- related to' the electrode material used on WNP-2 the weld is as much as 1.7 times the weld strength assumed in design. See reference 1 for further details.
The base plate design previously used a factor of safety of 4 or 5. More recent designs have been evaluated on these supports utilizing a minimum factor of safety of 3. Note.that these supports are not part of IE Bulletin 79-02 scope; however, these supports are reviewed r k
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?"/"' .** N '"' April 13,1983 Pace 3 of 4 BRWP-F-83-3194 utilizing the 79-02 criteria'(i.e., factor of safety of 4 or 5, flexible plate). Only those that do not pass the stringent 79-02 criteria utilize the fact 5r'of safety of 3 a~nd rigid plate assumption. This resulted in f 85 to 90 percent of the plates meeting the 79-02 criteria.
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) As .a result of the conservatism ,. indicated in Items 1 and 2 above,Jthe ;
WNP-2 Q. Cl..' II, S. C1'. I hanger designs .are considered. to have.-20 to . i 50Y, margin in their design capacity. ;
- 3) Functional Reouirements of Pice Succorts All the piping systems bel gD addressed were desigr.ed for Seismic Class I
- load condition. However, the function and integrity of these Q. C1. II, S. C1.1 pipir.g systems need only be maintained to prevent them from falling on safety-related components in their vicinity during a seismic event.
One should note that the design criteria and BRI design verification program was utilized for these pipe systems and their supports,.with the i exception of full compliance witivIE Bulletin 79-02 on baseplates, and is I the same used on all safety-related systems.
The above design procedure not only assures the integrity of the pipe system during a Safe Shutdown Earthquake, but also insures that,,qnly elastic action is exhibited by the entire pipe and pipe support system. .This '
'.' lower bounded" code limit to describe a state of failure does not include plastic action of both the pipe and pipe support system as well as large deformation criteria. Minimally we can state by ASME Code Section III, ,
Appendix XI.,-the system is;approximately 15, to 20"., conservative ,again ,
over the current desigr.
Following the WNP 2 Stop Work Order in the Summer of 1981, .the Supply System
- committed to re-inspect ' pipe supports including the Q. Cl . I pipe hangers i supporting Q. C1. II piping. In general, this commitment included all the supports that are now designated Q. Cl . II, S. C1. I.
As part of the recently concluded statNs as-built program, all Q. Cl . I,
- S. C1. I and Q. Cl. II, S. Cl. I large-bore pipe supports addressed by l the above commitment were. field walked-to provide the as-constructed status on the status as-built drawing. These drawings were then reviewed for design adequacy by BRI. Consequently, these aspects of the commitment
, have been met. However, there have been questions generated on the project questioning the validity of the status as-built program regarding the accuracy of the field walkdown. To address these concerns, BPC provided i information from a re-walk of 60 previously status as-built supports, l where BPC re-checked all the information provided on the initial drawing
, utilized for the status as-built program.
I l
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. .~ . _ _ ._ . _ . _ ._._= _ . _ _ . . _ - - _ . _ _ _ , . _ _ _ , , . _ . _ _ . _ . _ . . . . - _ . . - . . . _ _ . . ~ _ . . _
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I Eurns and Roe.Inc. April 13,1983 B RWP-F-83-3194
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The BRI design review of_,..these packages found the following: e n. e .
- m. . I si . , L a) 8 welds undersized, ranging 1/16" to 3/16", the majority of which were 1/16".
b) 6 dimensional-changes. -
c) I hardware change (plate size and bracket sire). ,
d) 1 clearance deviation. -- e lite clearance deviation can result from line calancing or completion of the piping and hanger systems and are not necessarily indicative of a fault in the status as-built program. Due to these potential changes during system completion, BRI is not considering clearar;ces until the final 'as-built program and they are not considered deficiencies in the status as-built.
program. -- - -
.i Consequently there were 15 deviations sut of an estimated 5800 measurements /
.- items confirmed in the field walk. These deficiencies were reviewed and . -
found acceptable. It should be noted that these deviations were acceptable without removing any of the conservatism in the design criteria noted above, i.e. , the original design margin was not reduced. Also,-the less than one .
percent as-built deviation does not seem unreasonable based on -human error and judgment. BRI therefore concludes that the status as-built program is valid and the Project commitment to the NRC to review the potential field deviations has been met.
Very truly yours, b-A. I. Cygelman
, Manager, Site Engineering AIC:JBM:co.
CC: WS Chin, BPA.....
H.#.CcisppK904A *
~BA Holmberg, 906D TA Mangelsdorf,- Bech.
J. Newgen, Bech.
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3 . . _ . . . .
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. e surns and Roe.Inc.
Nuclear Project No. 2 -Washington Public Power Supply System e P.O. Box 200 m FUchlec..Washirigton 99352 e 509-377 2501 a 509-943-8200
SUBJECT:
W.O. 3900/4000 Washington Public Power Supply System WNP-2 Contract CO208 (
Conservatism of QCII, SCISupports(g} v f
Responds to: N/A
Reference:
- 1. ([
2.
GCBR-P-83-212 / RWP-F-83-4516 GCBR-F-83-213 May 24, 1983 Response Reqd: N/A Washington P'ublic Power Supply System P.O. Box 968 Richland, Washington 99352 Attention: Mr. B. Holmberg Gentlemen:
Enclosed are copies of references 1 and 2 which where studies performed to evaluate the conservatism of QCII, SCI supports in the G/C scope per Mr. Timmins request.
Please advise me if you require additional information.
Very truly yours, VA.I. Cygelman Manager, Site Engineering AIC:JMR:caz Attachment i ,
cc: WS Chin - BPA 901A w/o HA Crisp 901A w/o TA Mangelsdorf BECH w/o S Lalomia G/C w/o P Harness ,
WPPSSw/att 1
Over Thirty Five Years of Engineering Achievement i
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9.
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Gilbert / Commonwea!0h ens.cers and consetants G10ERT ASSCC:ATES. INC dlbla! CtLSERtiC0Vr="0NWEALTH. INC.; COMMONWEALTH 3350CIATES,INC.,
SEAf tLE OPERAt10NS CENTER.1140 S E. 6th Street. SWte 130. Ge:tevue. WA 93004/Tel. 206-454-0065 GCBR-F-83-212 May 17,1933 Response Due: N/A Responds to: BRCC-F-83-255 Mr. 3. M. Raymont Project Engineer Burns tc Roe, Inc.
P.O. Box 200 Richland, WA 99352 .
Subject:
Tashing on Pub!!c Power Supp!y System WNP-2, Cc/itract C-0203 Conservatism of OCII, SCII Suonerts
Reference:
GCBR-F-33-213 dated May I7,1983
Dear Mr. Raymont,
We have evaluated the as-built CO-500-G/C-AB Requests fcr Information (RFIs) dispositioned as of May 12, 1933, in accordance with the above letter.
Attachment I is a table that summarizes this review. A total of 124 RFIs have been reviewed and dispositioned. Only 73 of these dispositioned RFIs were evaluated to the reported construction deviations. The remaining 46 were either voided (5), returned for incomplete information (15), returned for resubmittal by Anchor Group (23), or rejected not evaluated (3). The total number of isometrics evaluated was 73 which contained a total of 190 supports.
The evaluated RFis reported 37 deviations to pipe and pipe routing and 240 deviations to pipe supports. Two of the 37 pipe deviations (2.3%) and 9 of the 240 support deviations (3.75%) required field rework to accept the reported conditions. The 9 reworks for supports are further explained in Attachment 2, as requested. The remainder of the reported deviations fer both pipe and supports were found to be acceptable af ter engineering review.
We have enclosed the summary work sheets prepared for this evaluation as Attachment 3. Please advise if any other information is required in order to support your ef fert.
Very truly yours, nY, S. Lalomia, 3 '., P.E.
j Project Manager SL:jcs Attachment cc: Al Cygelman CW Robinson HR Tuthill i RL Tynan K. Porter G W 3ackson BRI Site Files (2) DC TimminS (WPPSS)
, p.m.u s p; ea caes eru . 4mar IN1/ f el 215 'IS2500, ;"9 East une:fon bene. a:* san uo gan Jr:1. Tee $1??2&30C0
-- _ _ _ , _ _ . , . - . , , . , , , . _ _ _ __,,m. ___
May 17,1983 -
GCBR-F-83-212 Atta,chment 1 A. Number RFIs dispositioned 124 Number returned incomplete 15 i Number returned resubmit 23 Number voided by Bechtel 5 Number rejected - not evaluated j TOTAL number evaluated 78 B. RFis evaluated by Start-up System System No. of RFis No. of Reworka 7.1 7 1 7.2-2 12 0 8.0 6 0 9.0 I4 0 10.0 2 0 h7.1 37 8 73 9 C. Number RFI Number i Type of Discrecancy Recorted Discreo. Rework Rework
- 1. Undersize Weld / Weld Change 79 1 -030 .
- 2. Member Size Change 5 0 ,
- 3. Configuration Change 3 2 -050 and -037
- 4. Inserts 1 0 l 5. Baseplate A Conc./B Mod. Emb. 9 0
- 6. Member Length 31 0
- 7. Skewed Welds IS 0 S. U-Bolt 4 3 -041 (all 3)
- 9. Critical Dim. Change 53 0
- 10. Clearances 10 3 -038,-037,-008
- 11. Material add by Field Shims /
Couplings, etc. 6 0
- 12. Hanger typical upgrade 7 0
- 13. B/M Revision, Draf ting Error 13 0
- 14. Deletion / Add. Grout over Tolerance ~
1 0 l 24 9
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May 17,19S3 GCBR-F-83-212 Attachment 2 CO-500-G/C-AB RFis requiring rework:
RFI Number Isometric No. S/U Discrecancy Type COMMENTS
-003 DSA-2729-2 47.1 10 - Clearance Deals with'l/16" CLR between support on sides of pipe. PED 215-H-K483 addresses this problem.
This does not af fect support adequacy.
-037 DCW-2513-1 47.1 3 - Configuration Brace item 14 was not Change installed as required construction appears incomplete:
10 - Clearances 1/16" CLR shimmed to be 0" CLR.
PED 215-H-K043 addresses this problem.
This does not affect support adequacy.
-03S DCW-2516-1 47.1 10 - Clearances 3/16" CLR on shear lugs.
Rework per PED 215-H-K043 requirements. Does not support adecuacy but does affect intended function.
-041 DO-2710-2 47.1 8 - U-Bolt All 3 - single lock nuts 3 - U-Bolt insta!!ed, field needs 3 - U-Bolt to upset threads. May have affected support function if nuts worked loose.
-050 DCW-2511-1 47.1 3 - Configuration " tem 10 - Not welded Change per isometric. Direction to weld per isometric. May -
l have affected support adequacy.
-030 HFCS-2569-1 7.1 1 - Weld Walkdown did not clarify j Change weld installed. Added weld to replace what was installed. Does not appear to af fect support adequacy.
i
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Gilbe rt / Commonwealth ens:neers and co isuitants C:LBERt ASSOCATES. lNC.. d!b 'il CILEERTe COMMONWEALTH. lNC : COMMONWEALTH ASSOCIATES. INC 5E ATTLE CPERAT:CNS CENTE'4.11400 S E Sta Street. Sute 130. Geilevte. WA 58004/Tel. 2C6454-0065 GCBR-F-33-213 May 17,1983 Response Due: N/A Responds to: BRGC-F-33-240 c c. : $.EoM r- % . d W ';JD nt 'r, t g,;f 2.
Vroject engineer Burns & Roe, Inc. I* " *^!
P.O. Box 200 -
Richland, WA 99352 h
/
Subject:
Washingten Public Power Supply System 6//
WNP-2 Contract C-0203 Conservatism of QCll, SCI Succorts
Reference:
BRGC-F-33-240 dated May 2,1933 GCBR-F-33-212 dated May 17, 1933
Dear Mr. Raymont,
In response to the referenced letter, a random sample study was performed to detcrmine the factor of conservatism for QCII, SCI small bore supports. A total of 60 supports randomly selected, out of a total of 1333 supports, were included in the study.
The results of the study are summarized in the attachment. The following parameters were used in the study:
. Supports which were not evaluated for one reason or another are replaced by another sample per randem sampling procedure and the reason identified.
. The factor of safety fo the baseplate and the governing load case is identified, e That component or part of the support with the least facter of safety and the corresponding load case are identified.
In this sampling study, 90% of the supports are desi;;ned to ANSI B31.1 structural steel allowables. However, the structural steel allowable per AISC Code is approximately twice the ANSI B31.1 Code, which in fact increases the factor of safety. This additional conservatism may not apply to 10% of the supports, which carry ASME lines.
The baseplates for these supports are qualified utilizing I.E. Bulletin 79-02 Criteria, even though not applicable.
P0 ?- **q P-%,-tvana i'N'3/f el 2:5 77M600 s :"JJ East wasecton AvtM. Ja h50't 4C"438 GUlfel $ll ?"4 Ml3
s _ .. . . _ . . _ . . _ . _
Gilb s r t / C t m minwealth ea,wi ane comar.m etw a .ssccwts ac.aa,cnan <c: veer 4 ac.cammwniassociarrs ac.
'( AllLL GrtMA:uns c14 rit.11M 5 i fin Sues. seis tJIL Gelswwe. na 9WO4ifel 23456445 .
May 17,1933 GCBR-F-83-213 Mr. 3. M. Raymont '
Page 2 In cenclusion, these so; ports have a higher built-in factor of safety than actually depicted in the attachment.
Please advise if any additional information is needed. .
Very truly ycurs,
,g-
. S. Lalomia, Jr., E. .
Project Manager SL:jcs Attachments cc: Al Cygelman CW Robinson HR Tuthill RL Tyrian K. Porter GW Jackson BRI Site Files (2)
I 6
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Attachment 1 of 4
.' CONTRACT C-0203 GCBR-r-83-213 Small Bore Piping QCII, SCI Supports - Factor of Safety
-le Support Identification Baseplate Load
~
, S/U Hanger Load
,. No. Insert - Tyce and Size Location F.S. Case Component F.S. Case 69.1 RCIC-1484-33 R-42 22.2 TN Weld 1.77- TN 4" HDI
_ 73 3 CAS-1084-13 R-12 6.25 TF Str. Stl. 1.33 TN 5/8' PRH 57.0 TSW-14 23-2.4 R-63 N/A N/A Emb. P1 1.14 TF 60.0 D W-i l 57-16 R-41 46.5
- TF U-Bolt 1.3 TF 4"FRH 57.0 TSW-i l6 2-23 T-26 Verified by G/C-C000-9 Replace with Sample #61 57.0 TSW-1423-54 R-6 2 N/A N/A U-Bolt 1.3 TF 73.3 SA-Il 82-22 R-41 N/A N/A Str. Stl. 1.17 TN/TF 60.0 DW-il 50-53 R-13 36.0 TF Str. St!. 1.22 TN/TF
%"PRH 11.0 RCC-2039-23A R-44 N/A N/A Str. St!. 6.9 TN/TE Containment 7 S.3 SA-1167-11 R-22 16.0- TF Str. Stl. 1.% TN
%"PRH 69.1 RCIC-1434-53 '
R-11 - 43.0 TN Weld 4.64 TN 7/3" PRH
!!.0 RCC-1971-Il R-45 N/A N/A Str. Stl. 1.9 TN/TE Containment 57.0 TSW-l !E 2-24 T-26 Verified by G/C-0000-9 Replace with sample #62
3 5.C EDR-II29-13 R-74 Hanger Deleted
( Replace with Sample #63 11.0 RCC 39-13 R-44 '
Hanger Deleted Containment Replace with Sarr.ple #64
+
- . j. <
J
. . s
, Attachment 2 of 4
', e GCBR-F-83-213
- l //
, / .
- CONTRACT C-0208
. , _ . Small Bore Piping
~
QCII, SCI Supports - Factor of Safety gle S/U Support identificition. Baseplate Load Hanger Load
.. NO. Insert - Tvec and Size Location F.S. Case Comoonent F.S. Case 9 73.3 SA-1099-45 D-Il 444.0 TF U-Bolt 2.17 TF
%"PRH r, 6L4 FP-1073-210 R-72 . 4.44 TF Str. Stl. 1.09 TN
~4" PRH 1 3.0 RRC-1552d14 R-43 16.0 TF U-Bolt 1.03 TF
%"PRH 2 57.0 TSW-2405-Il R-6 2 10.53 TF Deflection 1.84 TN
%" HDI i
75.3 S A-1195-46 R-73 !3.9 TF Deflection - 1.07 TN
%"PRH 57.0 TSW-116 2-311 R,-31 37.7 TF Str. Stl. 1.0 TN/TF
%"PRH 5 69.1 RCIC-14 34-43 T-i6 22.22 TF U-Bolt 3.23 TN
%"PRH
~
60.0 DW-196 5-44 D-11 13.9 TF Deflection 1.07 TN
%"PRH-60.0 DT-i l 53-14 R-43 31.0 TF U-Bolt 1.33 TF h"PRH e 70.0 COND-l ! 96-23 R-23 10.26 TF Str. St!. 1.% TN 7/S" PRH 35.0 EDR-127 5-22 R-33 PED 2% Not Incorporated i
Replace with Sample #65 l
l '
60.0 DW-l!57-35 R-41 N/A N/A Str. Stl. 1.25 TN/TF 7 S.2 SA-1711-33 ' W-41 30.0 TF Str. Stl. 3.23 TN/TF
%" PRH -
} ; 60.0 DW-il 56 -55 R-7 3 43.3 TF Str. Stl. 2.0 TN/TF 1
%" PRH a 60.0 DW-1157-24 R-41 24.24 TF Deflections 1.1 TN
%" PRH ,
35.0 FDR-273 3-17 R-46 N/A N/A U-Bolt t
't.14 TE Containtren+.
75.3
'~
s'
> S A-l ' 4 5-4 3 R-7 3 9.3 TF Str. Stl. 2.4 TN/TF
4 I i RPV 3" E$ bedded Anchor Bolts Question:
- 1. Do the 3" embedded RPV anchor bolts meet specified requirements?
- 2. Are these anchors ASTM A193 bolts?
Response: '
- l. The 3" embedded RPV anchor bolts were supplied by Bovee and Crail, Contract 206.. to Specification 206 Section 5-H - Miscellaneous Embedded Items. C-206 purchased the anchors from Pybus Steel Company via Purchase Order 731-1438.
In 1974, when the anchors were manufactured, the 206 Specifica-tion required that a Material Property Report or a Certificate
, of Compliance be submitted with the anchors (see Attachment 1).
- In 1975, after the anchors were manufactured, the 206 Specifica-tion was changed to require submittal of !!aterial Test Reports and Certificate of Compliance (see Attachment 6). This change was not made retroactive and, therefore, does not apply. These anchors supplied to the specification in effect in 1974 (see Attachment 7).
Pybus Steel supplied a Certificate of Compliance, thereby ful-filling his contractual obligatio'ns (see Attachment 3), and the C of C meets the requirements of the PSAR (see Attachment 4).
' Based on the above, it is concluded that the 3" embedded RPV anchors conform to the specification requirements that were in effect at. the time of manufacture and shipment.
- 2. The anchors were fabricated to Pybus Steel Drawing PS-AB-5 (Attach-ment 8). Each anchor assembly, Dwg. Part AB-90, consists of 3'-9" of 3" diameter A193 Gr B16 bar, one 3" diameter A194 Gr 2 hex nut, one 3" flat washer and one 51/2" X 51/2" X 1 1/4" A36 flat plate welded to the bar. ASTM A193 (Attachment 9) requires that bolts be marked on the top of the head. The anchor ass'embly " head" is A36 material. The A193 specification does not address welded heads on bolts or marking of bar mtterial. Therefore, the anchors are not ASTM A193 " bolts", and marking is not required, as these anchors are threaded bar stock with a welded headplate. This does not apply to the nuts which are required to be marked.
, Based on the above, the 3" embedded RPV anchors do not have to be
, marked as required by ASTM A193, as they are an assembly that falls outside the requirements of ASTM. The anchors are a threaded bar with a welded heat plate, rather than a one piece bolt. In addition, there are no requirements for marking or type of material in the ASME Code for these anchors (Attachment 5).
?
. _ ,_ _ ~- - _
I o .
Conclusion:
i The 3" embedded RPV anchor bolts meet the specified requirements of the Contract 206 Specification and the PSAR. The anchor " assemblies" are not ASTM A193 bolts.
9 4
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3*0*I+2 Documt'ula t ion : UAChh EN T
- n. Documen t.a t i on for Approval: t'oni rar t or ::li.i t 1
-7 Hubmit. Lhc ful lowing docume ni :., in atitiii ion Io
.' . olhorn requ i red by thin Sin c i l ii .it. i on, for
'R approval. Contractor shall riview all doiu-montn before nubmittal and cert i ry tha t. t he y I comply with upettification requirementn.
g ... _ .
. Deviation or nonconforming report.n K
Q W
- b. Documents for Information:
b 1.. . Contractor shall' submit the fol lowi ng dom.:c. ut t.
. on completion of the incpection or the te r, L W"w leL-indiented for.. iriformation:
g,.a* - .
3 Leak Tcat Reports -
C Corrective action reports as app]icable
- 2. Contractor chall submit the following doct.annts d
for information upon shipment and enclose a copy of the documents submitted with each chip-M mont . _
o
{A ya ter-ial=Pr.9p erty-Reper t:rcruccrr tifib$s tnsa:nf;
_ Compliance) for embedded mdec11anceoun itc..;.r.
- \$/
3.5.2 Quality Clacs II & Class G Qtlality Clans II & Class G Work to be performed un:' c th:.n !'
Specification acction is so clacnified on thu Con: ..c .
Drawings and contractor shall conform with the follo..ing -
requ iremen t.c -
,1 Contractor shall provide Owner with a dencripti.on of ite quality control and incpoctican org.ni: al.ic . .
Thiu information may be presented on an organi: .it:i<..n chart.' .-
.2 Quality Accurance/ Control Procedureu Corrective Action Procedurcs -8 '
.J
' is.f.
4'.= f
.3 Documentation for Approval Eg' . g'f.
- fi/ ..Q .
kV fy gf.4 Pen i l Same an nubparagraph 3. 5.1. 2a w*C#+ / v8/ 6 p'd
.sf7y/:f9.Y
.4 Documento for Information Same au nubp.iragraph 3.5.1.2b p , i,.% *g. s'
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A rrAc une"r*2 fN fS hYbbb -- -
ETE E L CO M PANY o~ E; ...,.. .. 2, ORONDO ST. ANo COLUMBIA RIVER
- Post orrect sox sTa =
w EN ATC EE. W AsHINGTON 90601 Et DATE:
D0'EE t. CRAIL CO'ISIEUCTION COMPANT P. O. BOT.1040 .
RICELAND,'4ASHINGTON 993S2 REF: VASHINGTON PUELIC POWER SUPPLY SYSTI!M NUCLEAR PROJECT NO. 2, GENERAL CONSTEUCTICN
' CONTRACT NO. 2808-20S E0 VEE & CRAIL JOB NO. 731 ..
' PURCHASE ORDER 731-1438 SPECIFICATION SECTION b PACIING SLIP NO85.
1100 ,p-'="en ATT: MR. STEVE DAEM VE HEREBT CERTIFT THAT A1L ITEMS FURNISHED ON HIE ABO'E REFEREICED PROJECT SPECIFICATIONS AND PACIING SLIPS COMPLT WIIH ALL APPLICABLE DRAWINGS, SPECIFICATIONS AND PROCEDURES.
YOURS TRULT, ,
PTEUS STEEL C MPANT
\
Dennis Barnes OA r
g] g..,y&nin.77;)
- a. du * 'iNM O'f!1 ff /f]
- We talte Pride in our Work q STEEL SALES STEEL FADmC ON
- q I. '* ~ed _ imi J.'6 74 AFFILI ATES: a ' w . <=
WC57 alCHLAND . E.T.Pybus INsu Ou,-uEs sT a t AL WEN ATC H EE u s u s t e e as e e n. '-.
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PYBUS STEEL CO.
ORONDO ST. & COLUMBIA RIVER
- 662-8191
- WENATCllEE, WA. 98801 e t
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k ' h ee ?(Mu1 y g $1 N E D 9/so/ 74 -
h_CLt1 f 1 ROUllNG PAGE / OF D
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BILL OF LADING NO. CUST. ORDER Nb. 2 8 O B- mQ _
CONI AINE R .
DRWG. NO. OI Y. MARK.NO. DESCRIPTION OF CONTENTS EST, WEIGF-
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PQA-74-250
' E UO M U' M EUMNS and RCE,Inc.
h f A TTAcNNSn copiss To:
r ,J
, oara 9/18/74 JJ Byrnes TO G. Satir J. J. Verderber JM Blas PROM R. A. White !
NM CW Fletcher
. t ff sumancT W. O. 2808 1 db Washington Public Power Supply System WPPSS - Nuclear Project No. 2 Contract No. 206 Contract No. 206 and PSAR In responding to a WPPSS Audit (WNP-2-36) it was found that Section 5H, Page 5H-9 of Contract 206 requires the Contractor to submit Mill Test Rdports or Cartificates of Compliance. .
However, Pages 12.4-2 and 12.4-3 of the PSAR requires Mill Test Reports only and makes no mention of Cer.tificates of Compli-ance. ,,
7:. L.:. _ _ .ma auu.. . .. . r A n
~
z~ 1, ', ru. ~ 4 e , ~ , m_ Tuii 4 411ng nis cam.radurn -rrs Ee TJnii Please advise the Project Quality Assurance Manager what action Engineering will initiate to correct this difference and preclude any furthe. incidents of the nature.
6f()
R. A. White, Manager Project Quality Assurance
. RAW /tm RECEIVED Q. A. '
SEP 19 igm s.
' BURNS and ROE SITE i 1
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d JJByrner:
CKJO niracS i.GOfl. GliTc. u va 3g_1g_74 JJvcrderher CJSatic T R. A.Whi te F*.JHroncich P 94 00,3 J.J.Verderber RWhite
[ PGPerry 3UOJECT W.O. 2008 2 JFO'Donnell l JMalas Washington Public Power Supply system pc WPPSS Nuclear Project No. 2 db Contract No. 206 -
C#206 Section SH Quality' Assurance Requirements
- oference: Memorandum PQA-74-250 The reference memorandum states "...the PSAR requires Mill Test Reports..." for embedded miscellaneous items whereas Section SH of Specification 2808-206 specifies that the Contractor shall submit Material Property Reports or Certificates of Compliance.
Please note that Page 12.4-3 of the PSAR states
" Certified mill test reports, or certified reports of testa made by the fabricator or a testing laboratory....
chall constitute evidence of conformity...". Please note further that the only AST 1 Sper i fications specified in the PSAR and included in Sect inn LII are ASTl1 A36 and A't07, bot.h of which require that mill tests be performed.
Project Engineering does not believe that Sec-tion 5H violates the PSAR, since the requirement for a Certificate of Compliance satisfies the PSAR requiremer't that' mill test reports verify conformance to specifica-tion requirements. The PSAR does not require the Contrac-tor to submit the test reports.
, If Quality Assurance still feels that the Certificate of Compliance does not provide sufficient traceability to the mill tes t reports, please state the
' basis of disagreement and any recommendations you have to insure traceability.
b Prepared b / 2. bn[.v -
i [
Submitted by 3.h// J 'i
_9 JJV/JOD/LF/rw .
A.,
A rrAenMFN7 gY bM1EMORAnduM COPIES TO:
DURNS and ROEo Enc. oaTu 12/31/74 '
LJ Price To R. A. White ! QA File db pryeons H. J. Flexer [w cunancT W. O. 2808 WPPSS - Nuclear Project No. 2 i Contract No. 206 Section SH
Reference:
Memorandum No. EM-734 -
Certificates' of Ccmpliance for embedded miscellaneous items, Section 5H of Contract No. 206 specification, are on file and meet the requirements of the Contract. This also meets the requirements of the PSAR, as referenced by Memorandum No. EM-734.
HJF:dc Attachment i
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INTEROFFICE MEMORANDUM ou ee:
O Eo c W NP.il4 WASHDIGTON PU3UC PCWER SUPPLY SYSTEM O EDC WNP-2 O EDC WNP 3/5 0 Admin ru.
Dau: July 11, 1983 RT Johnson /9568 BA Holmberg/904A To: W. W. Willier, Project QA (956B) TAS/lb/904A From: T. A. Star eering (904A) sciect: CLASS I SUPPORTS, 71 EDITION, W 71 ADDENDA R ferenes: .
All vessels shall be so supported and the supporting members shall be arranged and attached to the vessel wall in such a way as to provide for the maximum imposed loading. The stresses produced in the vessel by such loadings and by steady state and transient conditions shall be subjected to the stress limits of this subsection, yn 32nnu.a-us-%e ag -- w nr mar g g The support for the vessels (stresses) is a part of the stress report.
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@g,[,, ;f 3.5.1.2 Documentation:
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u b, a. Documenta tion for Approval: Contractor shall submit the follo..'ing documents, in addition to
. .~9 - others required by this Specification, for approyal. Contractor shall review all docu-monts before submittal and certify that they
.7:
W.
,e - complv with s.uccification requirements.
,- O m
Deviation or nonconformina' reports W
. '. ] *
- b. Documents for In ormation:
4 1. Contractor shall s'ubmit the following documents p,j on completion of the inspection or the test g , , ._.. , ~' ~
' indicated for'informationi' N Leak Test Reports W . .
i Corrective action reports as applicabic :,
a
- 2. Contractor shall submit the following documents for information upon shipment and enclose a C copy of the documents submitted with each ship-M ment:
__'_. _.-,.,n ,,_
7:t . . . . bE
- for embcdded miscellanaci:r --
items.
3.5.2 Quality Class II & Class G Quality Class II & Class G Work to be performed under thi.
Specification section is so classified on the Contract Drawings and Contractor shall conform with the following requirements:
.1 Contractor shall providc Owner with a description of its quality control and inspection organization.
Thic information may be presented on an organization chart.
l
.2 Quality Assurancc/ Control Procedurcs Corrective Action Procedure.4
.3 Documentation for Approval Same as subparagraph 3.5.1.2a '
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. .4 Documents for Information '
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1 Same as subpa rt.g raph 3. 5.1. 2b %,v -
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A rrsm n ear <! 7
' C.5 nn. cri .. Igp1 wm: REQUEST FOR !NFORMATION 1
MMU
- ,3c2 3 3, ec
- f.c cenTnt.cTm 206 1 Maybe Others o nra_ 2-26__81 ii.Ar [~' 0^l_c V. Kemo 913E oncAni:ATion k'PPSS-3usingsf,
_. . . _ . REFSMNCES t?EC.PARAGUAFliS:
DRAWING NU?.!B0nS:
mEv. :. 5!i 9 (nev. 2 i ts N/A _
- .us.*sc; Cocumentation Requirener I SB 7 lAE*/. 1 I .
N/A f asu.
w:Tust Structural Steel IRCV- 1 (REV- I N/A cuAtrr/ cLAsc All -
(nev. I N/A in sv. i N/A incv. 1 tocArron I
N/A insv.
- _ _T__~-
.h t OUIST,P RO BL EM PC 1 No.1473, Rev.1, dated Decetr.ber Negotiatiens 30, 1974 vaguely with the requires Contrcctormaterial test rep for structural steel work under Contract 206.To what ti.Te period does the require-were m nt apply?
irrpeded by lack of detail in the PCN.Does the requirement apply to beams Contract 206 was terminated for default What about e.T.beded enchors ar.d plates? Accordin y .no action befcre any cc,f.ractual implementation could be negotiated. .
hu caen taken. cf I t) 'f 3-3 FI _ .,
I
~~~
"gpo';f*) HESOLUTION-Additional requirements car.not now be imposed on the defaulted
, i) Accept as is.
Contract 205.
- 2) Alternate: Issue detailed directives to other :tructural steel work contracts.
Care must be taken to avoid requiring miii test reports where mill tests were The cost of even random sampling of Ssteners and anchors c_0a /.u G - M would not taken. .
1 /p i be confiscatory. UFPS3 Contract"Administntor/?-26-01
' APP ROV AL StGN ATUn? fTITLC/DATE _
s ntev: i Fer discussions with L. Fische., Mcme Office, chance crder EEU, issuedi, in
- l' arch 1573, serpsreuciver i In such period some embedded l Contrcet 205 was defaulted nine months after EEU.
l Pl ates A-3G and embedded ficar drains were furnished by 206ggand/or its
'i' paddesstrisececeive64y4;Armrouerlv.wxiereth
-rm; i
E e- ; 5E-htieeep.that is withcut enforcing EEU. '
1 For all the other Contracts which origin.sted and fran the 206 enferced. default, As ;,cr phone such as Pib l ;
0912, we wcuid like to have EEU properly reciprocatedthey are ready to comply l c311 with Pybus (Dennis Barnes) iated.
prcperly reciprccated and negot E
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'i 'e. . Designation: A 193 - 73 we..cao.n.a.i staaan.d e h,
U,,*s Americae asareones Standa.es la<:n indors*
% *( ys Manurecture.s stanoard. rat on A .
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. of tee Vanwe and Attarp em
, used in 4.is A E C- R D r stav 9
i Standard Specification for
... ALLOY-STEEL AND STAINLESS STEEL BO LTINf
,'p + 1 :).
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/ . . .
n MATERIALS FOR HIGH-TEMPERATURE
. .u::v :--. !! '. SERVICESn ,e
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This 5:3ndard in issued under the fixed designation A 10: the number immed:steiv follo ent the designanon indicates
.'..4w
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. . ,. - year or orenal adopuon or,in the case et revision. the } ear of last revtsson. A purneer in parentaeses indicates tne yer.t last reapprwwaL * *
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- 1. Scope Si are provided for use when additional t:
l.1 This specification' covers alloy and or inspection are desired. These shall ap;-
.k~
P stainless steel bolting material for pressure only when specified in the purchase order.
, vencts. valves. Danites, and fittino for hich. Nort 4-The ntues sts:ed in U.S entou.
unns aye ta be regarded as tne standard. The rr.:
. temperature rfad as used in th.is service.'
pecificationThe term coyssthe "hiBa'n.Md-equnsients of U.S. customary units may be appri' imate'
~
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.. . , . }l'tAH; Leg 6mTM The bars bola. -.sq't-rolled. forged centerless ground.
m'a%Yo , 2. Basis nf Purchase or cold. drawn ferritic steels. or carbide. solu. 2.1 The inquiry and order for'mit M;-- . tion treated (annealed), annealed-and-strain-i
' under this specideation shall include the ;
j hardened austenitic stainless steels- lowing as required to describe the mater.- 1 : .; c 1.2 Eight grades are covered. including adequately: 1:J # c;:4 m.~ m.:t!.r.;t - 2 za, four ferritic stee!s and four austenttic stainless 2.1.1 ASTM Specification A 193 !stett :
; y .f - - stee!s designated B5. BS. etc. Sdection will
, vision, and analYsis by grade as sele:ted fr
; depend upon design, service conditions me- Tab!c 1
, , ,r ' chanical properties, and high-temperature 2.1.2 Minimum mechanical properties -
characteristtes, quired as selected from Table 2 (include e5 NOTE t-The eummittee formulatme this spee fi. for austenitic stainless steel grades), estion h.n includeJ cight steel ypes that have been 2.l.3 Heat treated condition (that is, nc ~ rather entenutelv useJ for the prcwnt pu rpme. Otr.er compoution mlt he ouiudered for andmun by the committee frori time to turne Js the need becomes apoarent. NOTE bFor grades of allov steel boltsg matc- ' D'S @CC'i.:atmn is undct the pern dstion of' W~
. rtal suetable for uw .it tne lower rance of hich-tem. Gruttee ti on S:at. Stamie.s Stect and Related W perati;re aposicationt re'erence should be rr. ide to ""d *
- d"'d *"*d F "' S" N""'""
- T MT '.I huicatu:n A Ma. for t)aenc*ied and % nves and Fittmes
*.e femocred Ailny Stect t5cits and Studs wnh Suit 3ble' N M S. '*'
y [i' O n viou,,,d, ten 3 pn .
- l .
i l\" m **7;,_ . . Nort L-For grades of alloy. tect bolun; mate, av pudi. won nt tms wand 2,d no emaion n iake.t real suit.:b'c for use in tow-temocrature Jpplic2- reseces to the %Bbdity of anv Nient ft(hts Hi Conce
... tions reference should be made to AS l'Nt Specifi- thereauh. and tPe \meccan %ciets for Testme and '
cation A CO. for Allos Steel isolang \taterials for .'-nals d.ics not 69Jertase to msure antane 4.tdmne
.- . l' C +*-- Lvw. fen.perau.re Service.' '"dd avau' t handa wr inumeens M aio 14 Patent nor anurne anv set leaNint.
a.' M. :r
- 1.3 Nuts for use with this bolting material ' tor ASM BMr anJ Presu.re Venet Cooe arpi :
~1 are covered in'Section 13. '6' d *'d2 "'" S A "" '" '* * *" " #
* ,. Y 1.4 Supplementary Requirements Section co % u.,a .,f asns wanwe. eart i.
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- n. e :
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- f. :! ".'... .r '... ,'; rh. s. ,n. I. *f.( . IJ. ~ i.'i
.. (h A 193
.. .. . - J .. I : f,' . malized and tempered, or quenched and tem..
'.QEli .k. .. .F
,J perature shall be as specided in Table 2. The Q %i.~.y[.1 -[.l. . g * '-.: pered, for the ferritie materials, and solution .
.ir; r.W.c;,
4,' t maximum operating temperature should be at
?.: . .
,w . .. . - - treated (Class I), solution tiested after finish. least IOO F (56 C) lower than the minimum
. m. ,. ;,.s. . +m,. ng, (Class 1 A), and annealed.and.' strain.
- . f.. ,...,. c & .r.y).n.y .~M..v..M.;
- y. M. .,:p="4 hardened, (Class 2), for tile austenitic stain.
tempering temperature-
.f ,% -
. ..- less steels),
5.2 Both 86 and B6X materials shall he held 2.1.4 Ouantity (that is, number of pieces or at the tempering temperature for a minimum
. . ... ; :.n weight), time of I h. Identification Symbol B6X ma.
.'Sr .
terial may be furnished in the as-rolled-and.
~ 2.1.5 Description ofitems required (that is, tempered condition.
J. , .' .- ., , Jc.y j 'f,
* ' . .",e.: bars, bolts, screws. or studs),
f . . s. ., . . $.
.-c5
. 5.3 Austenitic stainless stects shall receive
, 4 ';. . ,;, ' {.
- k . . V. h i - > . j' 2.1.6 Dimensions (that is, diameter, length a cart.!-fe solution treatmetit. After rolling or
~ '.: '
of point, over all length, finish, shape, and forging and cooling to arnbient temperature. threads),
.5. g. : l,'.: M . the material shall be rehested and held a sur.
0;. ;.gf -:.* [g 1 2.1.7 Nuts. if required by purchaser, in ficient time at a temperature at which the accordance with 13.1, chromium carbide will go into solution and
. ;. . r .:.... . t c /.-,--.-..s . . . . W.-2....e.v 4 .: 2.1.8 Supplementar.y requirements, if any, shall then be cooled in air or in a liquid me.
dium at a rate sufficient to prevent the precip.
- 2.1.9 Special Requirements in accordance itation of the carbide. Material thus treated is ~
with 5.3,12.3,14.1,16.1, and 17.1.' described as Class I. If specified in the pur.
' 3. Process chase order. material shall be solution treated in the finished condition: material so treated 3.1 The steel shall be made by the open. is described as Class I A.
hearth, electrie. furnace, or basic.osygen proc. 5.4 If scale-free bright finish is required. f ._ . Y .-. " ~. .
- ess. The open-hearth and ba.iic.o.tnen proc. this shall be speci6ed in the purcha<e ordet.
-~~ esses shall be limited to steels containing less 5.5 When increased mechanical pro;ierties
- than 2 percent chromium.
- . are desired. the austenitic botting rr.ateria!4
- 4. Discard '
shall be sclution annealed and strain nardened M. ~ ~ if specified in the purchase order; material so t ,d,h 'd.dW ~%: 4.1 A sufficient discard shall be ma'de from treated is identified as Class 2.
-e - . .,
. <: each.ingar to secure freedorn from injurious 5.6 B:M boltmg shall be heat treated by i
- pip t'g and undue segregation. quenching in a 1: quid medium and tempering
- 5. Heat Treatmeng For B7M botting, the Snal heat treatment, l
- which may be the ternpering operation af con.
5.1 Ferritic steels shall be properiv-,,.. cat ducted at 1100 F (595 C) minimum, snail he treated as best suits the high. temperature done after machining or rolling of the threads.
" characteristics of each grade. Immediatch,
- after rolling or forging, the bolting materia'l 6. Chemical Compow.t ion shJil be allowed to cool to a temperature be. 6.1 Each alloy shall conform to the chemi-low the cooling transformation range. The cal composition requirements presenbed in l ~ .naterials which are to be furnished in the liq.
.ui'd4 quenched condition sh.all then be uni. Table 1. S:cels with added lead shall not be
'# used.
formly rgheated to the proper temperature to 7[ 'I 'r'el,ine the grain (a 1troup thus rehested being7. lIdle Analysis known as a "Muenching charge") and
*n. .
I quenched in a liquid medium under substan. 7.1 An analysis of each heat of steel shall
*' ' be made by the manufacturer to determine tially uniform conditions for each quenching fU charce. The material, that are to be furnished the percentages of the elements specided in JQ..- 7 ... . in the normaiired or air-quenched condition Section 6. This analyus shall be made from a shall be reheated to the proper temperature to test ingot taken during the pouring of the
. ,i heat. The chemical compoution thus deter.
, . , refine the grain and cooled uniformiv en air to a temperature below the transformation tem- mincd shall be reported to the purchaser or
~ his representative. and shall conform to the E'.y.
44(, =c~mM.; ut c,p...; .,; &k".h;is.~-Y~'* k i p.7.?.;.;4 perature range. The minimum temperirg tem- requirements specified in Section 6
- n . .
l ,N $ ~ v.,~;'. 'Tb.*:i b 100 i v. m%,5 * .'.'.y*yh .; .h$h. -m I e
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- 4*&
e, 8. Product Analysis
'r the basis of one tension test from each 10.i%
4, 7 $,,#4 8.1 An analysis may be made by tiie pur- 15 (4500 kg). 4,7
. 4 '[4' e/4,, %# chaser from samples representing the bolting 10.1.3 For studs, bolts screws, etc.. or.
- h. *,e oi, ['\ e,z % '6 %
e - 9 - material. The chemical composition thus de. tension test shall be made for each diame:
*h6
- e termmed shall- conforia to the requirements of of each heat involved in the lot. Each tot sb.
9,'4 5. " #$ - p[%,6 4 ,,.g %,, 'o , ,
, ((4,V-[o, e , Section 6. consist of the following:
Diameter,in (mm) toi s.,e
- 9. Afecham,eal Hequirement$
tL t:s.w and under t5oo in oso ko or rratir-e, l > g' g g""< 9.1 Tensi/c Properties o,,, i.r. cs e to iv. 4N:oun ko er iracn
.,>., 9.l.1 Requirements-The material as rep. W. in't
e$,.o% ' therect
*cy" , , ,
resented by the tension specimens shall con. Y$,*i7 '* ' Tre$r form to the requirements prescribed in Table
,1 O'er 2 n
- too rieces or tricoon
. ',* 2 at room temperature after heat treatment. "
7,. p. t ' - 'i
^$
9.1.2 Method of Test-Tension test shall 10.1.4 Tension tests are not required to *
' h.i. Le made in accordance with ASTM 5.fethods made on bolts, screw s, studs, or stud bolts tb j/s . . -
s .dC. -;l@37.CS.$.-
- p 2 c .ED5 J and Definitions A 3 0, for Mechamcal Test. are fabricated from heat treated bars fa s -~ m - ,
' ~' , ing of Steel Products,' including the parts of nyhed m acc rdance with the requirements
- j-
- Supplement !!! " Steel Fasteners" applicable this specification and tested in accordane
~,
to machined test specimens; The speed of test. with 10.1.2. provided they are not given a se
;H - -~
ing shall not exceed the limits specified in sequent heat treatment. ' '*?
,, y '
10.4.1 of Methods A 370. The yield strength II. Retests
. .s J . corresponding to a limiting permanent offset
*'," . p. -
11.1 If the results of the mechanical tests - { of 0.2 percent of the gage length of the speci-
. ,9.1 '. : .; any test lot do not conform to the requits men shall be determined. .
^ 5 9.2 liardness Repirementsfor Grade 87M ments specified, the manufacturer may retre.1 4 +--
-The hardness shall be measured on the cad of such lot not more than twice, in which'.cc.
i -- .
.' ~~ . : each bolt or stud. and shall be made as outlined two additional tension tests shall be mas
. t in Methods A 370 forthe Bnnnellor Rockwell from such lot, all of which shall conform 't
. . '[Ju.UA .,.. .. ,-[ 8 hardness test'. The maximum hardness shall the requirements specified.
rg.l.- f,.---u .JS&.2p.i- . 3 . g g.-
..,,.;^ . be 235 Brinett or 99 Rockwell 8 (conversion in
- 12. R m.A
'* accordance with Table 3 of Methods A 370).To meet strength requirements, the minimum 12.1 Bolts, screws. studs, and stud boit shall be pointed and shall have a workma-
- Brincl! hardness should be about 201 (IIRB 94L fike finish. Pnints shall be flat and charnier:
- 10. Test Specime"'
or rounded at option of the manufacture-Length of point on studs and stud bolts shu 10.l. Tension test specimens taken from be not less than one nor more than two cor. finished bolts, screws studs. or stud bolts shall plete threads as measured from the estren
^ be machined to the form and dimensions and end parallel to the asis. Length of studs an shall be taken from positions shown in $11.1.4 stud bolts shall be measured from Grst thre -
of Nethods A 370. Tension Test specimens to Grst thread. i -
- , + -
- from nar steck . ire emered wy Sect:un 51 af 12.2 Standard permissible <ariations ir Methods .\.370. Suspie n:nt 1. dimensions of bars shall t,e as presenbed .
. _"J
- iu t.2 .Vdmber of Testa-For heat treated Table 3. Aside from the tolerance given -
bars. <>ne tension test shall be made for each Table 3. additional tolerances for the ham
, -f diarneter of each heat represented in each materials are gnen in ASTM Specification a m
#. em enne charge. When heat treated without 29. for General Requirements for Hot-Raii.-
.- 1: ", " interruotien in continuous furnaces, the ma- and. Cold-Fin shed Carbon and Alloy Stet
[ A ' 'T. ' teriai in a lot shall be the same heat, same Bars.' latest revision and ASTM'Spee:6eatioc
- . [ r.
- prior condition same size. and subjected to A 276. for Hot Rolled and Cold.Finah-
, - ,
- the same heat treatment. Not fewer than two tension tests shall represent a lot > elected on I
5ae de.,s, ,@u., h;-M
- w h arasru s,, + w.em t
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~*.- .c ;e. n .w:m ,~.'e,.,g.a .
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'5 Stainless and Heat-Resisting Steel Bars.* Iat.
est revision.
,: 16. Inspection
- ~ . . - -
12.3 Dolt
.,.,' e shape,and m. heads shall be hexagonal in .
16.1 The inspector representing the par.
. f, . - .
.s ,. "
accordance with the dimensions chaser shall have entry, at all time while work I
.A. c.#"'M. .p. .c.s e-. - . . . '
.c . ~ 4- .? + for the regular or heavy series, as required, of on the contract of the p the American National Standard for Squareformed. to all parts of the place of manufac-
. w'M-.M.
y.- - 5M. . 4,rO.+M pp g -- and Hex Bolts and Screws (ANSI ture Bl3.2.1). that concern the manufacture of the ma.
. - + Unless otherwise spec:fied in the purchase terial ordered. The manufactu
. .* ~
order, the American National heavy hexagon the inspector all reasonab!c fac .
~
t structural bolt series shall be used. except that him that the material a.s being fur .
,T.-
. .g ; q, .g thread bolts. length shall be the same as heavy hex accordance with this specifica 7- .. t ;.;f " '
(except product saalysis) and inspection shail F < t ~/ , 13. Nuts
' . - . i . ).9aN - be made at the place of manufacture prior to u..
,?
3.r m'
"?
'M
..' . ' :.!k & h' 13.1 Bolts. studs, and stud bolts shall*$e shipment. unten otherwise specified in the purchase order and shall be so conducted as
.n . .,' n [ V.' . . . ,. ; '. . furnished with huts, when specified in the #*
. - r.
i.3.w.nc..w;, ~ v. purchase order. Nuts shall conform to A.STM II " 0IIN
- N5-
'N##* """'C*S58% **""
,, ;. ,c, . .... a. . . .. -- . . . ~&.p',.6 c: *w.- N ! Specification A 194, for Carbon and Alloy 16.2 Cernfication by Manufacturer-The Steel Nuts for Bolts for High Pressure and materials rnanufacturer shall certify that all
..i. High. Temperature Senice.3 b .
# requirements of the materials specification I4. Threads and all special or supplementary requirements
'2 .
which are to be fulfilled by the materials 14.1 All bolts. studs, stud bolts, and accom. manufacturer have been complied with. The
, .. a panving nuts unless otherwise specified in the certification shall include certifi e
f.
. purc'hase order shall be threaded inresults .
accord. af all required tests and insecetions
- . - .'- anee b. with the American National -Standard
. for performed cn the materials. All contlicts be.
erew Threads (ANSI Bl.1) Class 2A fit.the materials scecification and the spe.
.- sizes I in, and smaller m. tween
.- diameter wi'h the cial er supplementary requirements herein coarse-thread series and i 6 m.. and larger in diameter wtth the 8.piten.. thread senes. shall be noted and com'pliance with tite special
, or supplementary requirements stated.
3: - . - t 14.2 Where practidal, all threads shall bc g '.J. .Jtd.3apch.w ~.H formed after heat
' " ~~
' ' ~ ~
d Grades BSA, MCA. BMM A. and BSTA are to treatment. Class IA. 17. Rejection be solution treated in the finbh.:d condition. 17.1 Unlew otherwise specified in the basis of purchase, any reJ'ection based on tots made in accordance with Section 8 shall be reported 15.1 A symbol for identification of mate. to the manufacturer within 30 days from the rial and the manufacturer's identification receipt of samples by the purchaser.
, mark Us --- ano shall be starnned on the f35WSEfe7s 17.2 Material that shows injurious defects l j 4e(modeltd. _ _ = s w @ dio fadirT# subsequent to its acceptance at the pace of
~
.1 The identificat:on symbol shall manufacture shall be re;e:ted, and the manu-be as shown in Table 1. In the case of Class facturer 2, shad be notified.
- Grades BK. BRC. MM. and B3T strain hard.
p '[ene'd as provided in Table 2. a line shall 18. Rehearingbe
'starpped under the grade symbol in order to .
_
- c l}f .' ~ - < . . distinguish it fromft:iss I and Class I A bott. 18.l* Samples tested in accordance with 7 " ~~~ ' '
ing which has not'been strain hardened In the Section 3 that represent rejected material
. .A case of Class IA the marking M A. MCA, shall be preserved for 2 weeks from the date of the test report. In the case ofdissattsfactwn G ff ' B3MA. and 88TA identifies the material as
. '.D.
, . . ,. . . - being in the solution-treated condition in the with the resulM of the test. the manufacturer linished state, t may make claim for a rehearing within that g-.
#.s.. b time.
..;ds wWa"'ph"?M ;
M. .: b.C. y'-b&.1 h.l w d. l. 102 j . . . , .. . . . .
..M# ' - . . . . . . .
+ _ _ __
D
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4 v 9,I
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?
t
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9, g. . SUPPLEMENTARY REQUIREMENTS c, '
', M% 'e .
These requirements shall not apply unless specified in the order and in the Basis :
) %,3 '"i%'he e $ 'S '4", .4'o $4 T[1. . - .
Purchasc. in which event the specified tests shall be made before shipment of t?. prodtret.
- 94 GA \, y #r .
'4 St. High-Temperature Tests S2. Charpy Impact Tests St.1 Tests to determine high temperature S2.I Charpy impact tests based on the a
'*[o'r [ ,.g.G properties shall be made in accordance with quirements of the Specification for Alloy.Ste .
., 3,m, the following Recommended Practices of the Bolting Materials for Low. Temperature Sr
; mc pT-J ,,j American Society for Testing and Materials: vice (A 320).' Sections 6 and 7 shall be ma.
.;,t E 21. Surt. Time Elevated. Temperature Tenuen Tests of as agreed between the manufacturer and t!'c
? M a ten ais.'
E 139. Conducting greep and Time-for Rupture Tension prehaser. When testing temperatures are -
- f. . ~~-3 V jg. 4W. ??.f. .d Tors of Matenais. , low as those specified in A 320. botting shou 4 E 15o. Conducting Creep and Creep-RLpture Tension
,<' -.'..,J.J.'.D..*,,.'...*..
t
- u. ... :"./M.'@E.f7.5.
,~s -
C;p- . .%.:r.4,5-I l Tests of Metalhc Matenats Under Condmons of Raad be ordered to that specification in preferer.:: Hcaung and Short Times.* to this specification.
* '.* .I
- E t$t. Tenswn Tests of Metalhc Matena:s at OevateJ Tempersives with Rapid Heatmg and Convenhonal or
- Rapid Straia Rates
- tiestmg temperatures.1.ud. and P.. ** ' _. * , numeer of tests shatt ne a matter of agreement between the ma9ufacturer and the purchaser), and
'6. ' e.. ;
. ~f E:92. ConJucung Tse.for. Rupture Nica Tension Test of Matenais.'
- , ".,. , . :. 9 ,
j
*190 Amal Boos of 4STM Standords. Fan 31.
1 a'. .- .
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+ ;< . . c, t
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. ..--t..+.; . 4
- .. .' q -- .;
idenh6 canon Fe rnie stees, C- 'y c.. .
-sym u . _
1
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. , +
g- i ',..+.g.A
, O . .( ;*_..* . .
. *, . f.'. +J ; L
.s
(, gag, ' 85 -
,. 3 percent Chromium ( Ais Bh and BM Type 301: ~ ~
., 4 t . 32 perce'it Chromium ( Ath! Tspe ath
. .-o- *
. .c 'N,,J ..g . ,,
ro
* -+> '
. Carhan
~"
- Range 4tanganese. mat 0.10 rma Check VJrtauon.
.'i.~~ .-
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) . I.
" , , . [OQ * . ' . '.
.' > ~
%.R - N
'*W /*) N.'t*
! ". 3 . .# .
- PhoScheru. mas S.dfur. man Sihcoe o go 030 003 per 0 00$ ovef 0 U mag g,co 0 040 M e" 0 005 ever ME'*M*
- Chroimum
"'2 8
,4'.T
- n *. N. 0.05 v=er
- 0.03 ""
. e. , . 9. . .7: . . ..< .a .Mol9denum .10 l.0 05 om 0
ll[0i 50 q
- ;.',..' - M
-N
,.g
- . . yFPe . o 0.0$. -
- o. 5
".M *: ; M. . idenh0canos l
*- .* - tiu
, w;g'. .- *..s,
.Sy mbos Fernus siects --
7 . , . . . ..., . .*..e---- **. * . , . ,
-.N ,* g, -**
i .. .:J :- *r..V* e . ,,,. ;3 37. B7M
..A .v -Grade gg Chrom'um-Mol)bdMe (.MM 4140. AsC 414b ~ -
Range Chromfum Molybdenum.V 3 .'Jdnam Check veianon. Carbon Over or (1nder* -
~ .
. 8"f3""' 0.38-0 48* Rants k Vanatwa 0 O.75 800 0 02 O'er or Caser*
, . Ih horus. mas 0 #
- t. . - Sulfur 0 04
- - >. +
~ H2
' Sahcon' "'" 0 0,e "" U.45-4 'O 0 03 ghromium 0 005 over 0 04
. 0.20 0.J3 D'0 ""
' ' !*7; ... , Molyboenum 0.60-t to 0 02 O W eer
} Vanadium OM.h 0.05 0 02 0.3-a 33 00 a . 030-813 O M' Tm.
Q
~
- 0. 50 U 5 0.25 0.33 0.o3 6
- Idennfleahan . ^*stenruc Steers * ,% C! g, g 4, 334 '3 -
Sement
,7 ,- ='
,./......c_.~ar*, .* , B3. 83 % * ~~
. ,da .* ?
;.- 88C. 83CA
'"i4**Mh 4 ?
"* 6 -
Umstablized M Chromrum 4_, ggy, gg g
'~~~~
I ?P' M81 1 i l i . Stahtt reJ ls[chNiskelgAls 7 pe[ --- l Range Check Varia. ~ ~
'{* "* 3 C ci-2 3 -
.- . lion Ov*r. Rage Check Vana.
l '
~
Carbon, mas or Under hon.Osu g - Racge
- M3asanew, maa o or Under no,, g,.y I am O Cs *'8*.
., Phalphorus. ma 0 04 over *
$ugfwr. mat 0 045
- 00 0 01 over oos -
0GM 0010 cver t)m3 004 cu *
- 00 0 01 over Ss6xon. mas . g ou Om en 0 04 c ,r a 33o 0 C!0 over 0.045
,, _ .. . eI" H M-M 0 0$ over 0.20 i 00
*" 0W HIO o.u O m? oser Monhdenum 0. 0 g*.m.;9 re M Columh,um + W- t ].00 0 05 over 0
s . * . rantalom , o o 1 .',,.-
.. 10 : carb F' 2.00-3 00 0. r0 1 . 005 ucder
* cc.etent. man j . <'
7 .
,,.2,*
e . ~ ,
.. ,- , , ,.e. .
! . .. .. >Iwe. i
- q. . .:p;-b -n. v . .7.s.gs;;rs. r?+ f :W ; g a : 3.. A. .
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'dh A 193 i
% 't TABLE I-Centaned o-o ** Ls. v .
oo e Type Auueniuc h.icefs oo } s$3 e"
% *k Idenn6 canon b.mbos .
Grade B8T.BATA*
,% Stablued il Chrommm.8 Nidel(AlSI Type 321) .' \ 4 Range 7;r % .
Check varisuon. Over or Uncer'
** 4 %'#
Carbon, man 0.08 0.01 over
%j Mansanew, maa Phospaorus, maa '
2.00 O.045 0.04 over
. , ..$ Sulfur mas 0.030
~ 0.010 over
'~~*.? Silicon man t .00 0.005 over 0.05 over Niche! 9.00-12 00
. ' M'?
- A
. .,; j f*(4.;< Chromium
,17.00-19.00 0.15 0.20
.n fF - , Thamum e 5acarsos
-. . 0.05 under
,e w a ,. -ve y.; ,..- , ~, . -* .
content min
/*/ .. ' . ...:..~.M[Q. .Z .
.N. ..
' .
- y%,' i 4.2 .; . .'
- Steel to which lead has bee 1 added snau not be used.
- Chess Jn;Iysi.-Indmdual determinalfons w'meumes vary from the specified limits on rances as shuun in inc tablet
/~.. %~."Y'.'N*.*%.i' ~ . ' -
%[.U.yi, c4;-
dIJ. +S.
* }' < The.For bar sues over 3 */s to 4 in.. inclusive the carbon content may be 0 50 pers
-y ' , ,. ; *
~... . <
' Class I is solunon treated. Class l A products (8ttA. B3CA B3MA. and B4TA) are soluuan treated in the finish
. . a.
.I con &uon. Class 2 products are soluuon treated and strain harJened.
. . ,e
.,,,7 , .,
j TAllt.E 2 Tensile Requirements
.% ri-
. .* l mum Yield Eson.
gatum j . Temper- Tens 3e Strength. in Recluc-GraJe 'biameter, in. (mml mg or b:ress Strength, min. pse 2 in.. tien vi Rehef mm. psi 0. 2.'. mm. . Are i. l Tem. (kgff erfset per- rrun. perature, mm-) Ikgf/ Cent .per.ent
..- . des F mm') 1501 (C) mm
..i * ..
Ferrinc Stats
.:e . . .'7,; s.. .
21 5 can *%.h 4).? ;:ntest?
.u . r; e - 4 tcr6 percent chromium " is'p to 4 (10161, mcl l - e. -
y, t 100 100 Gi0 SO 000 16 'O l * , M f 5')3) (70) (56) 13 percent chromium up to 4 (104 6), mcl lino llo ino 35 010 15 50 s . (593) (77) (60)
. B6A*
13 percent chromium up to 4.101 e p. mcl Ilist 90shu *Is ail th 50 4 (593) t62) 49
. --- - 97 ' 24 43.5) and under 1100 125 GM 605 4H 16 *0 (591) 43) (74 )
Chromium molyt denar,, ect 2y to 4 @l.5 to 10m lim !!5 on 95 no 16 50 l -
" 1 (593) (82 th7 '
< ; over 4 to 7 (1016 to 117 5) flo) in0 diu 75 HiH !$ M
. l (593) (70 ) (53 )
.' S4f' T a (6) S t an t ueder flM 100 4 s d) un trv) 14 ")
( .,.J._,, ...,J-... , .. . . - _Nmimmol bdenum y ._ .. 1593) 40)7 ($66 ! -- . ,0 f5,' I's (63.51 and under l'00 125 rso 105 OiD
!";,.'. ,. . ~ 30
' *
- 15 (650 ) (83 ) (741 Chromium molybdenum. l over 2y to 4 (63 5 to 1016) ,
1200 110 m0 95 0)0 17 45 7 .e 7 - _.
-, 5 anadium I (650) 1771 '67)
. _ . j,j l over 4 hs 7 (101.5 to 177 A) 1 10 10000 55 01) f4 45
, . f,. . I 1450 ) (70 ) (to n l , .#. 7.
.s
. 7. ,v:': ..
~
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. R9
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< ;' .: x .p1 gg$
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. =
1 1
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.? . -
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v .' . [.
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,a
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y v. ; e y ex. .x. ,. ., a . .u,.... . . .e..s~, e . w ...%
- y . . .-
v.+. -:~ .*
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?.,.a '= .c6 ~ . V ...+ _'. o ~. 5, s, f. . ^
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,f.} 3;.. .-
"' S . f 0*T Q ,,,s . u. ..y.x"y't.*; a.. ., j; ' -~- -.1
, *i *
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. ',. ..,t,,, , ..3,. m.. ,
y .
. g. .C. :...;;;. e ...% ; W ., +;. .; M: *
' m. %.' NJr:f ~.;. ,2 .y ..s. ~. ; ..i:. .r n;. W: * , .,e l <. l. '., ,,i ~ .. ...'..;'~~;...,. , ; g, p ... .~. * . c,-.
.. $l** .ev. '.',,; . *
* + ' . ,~
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,,.g
*'*"s.
- e v: .a .
w
-p -.
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;. . . ' . ..., . , . . . .h ,* % .k...-N.".Y N +
, . ,- . ,s .-
**^
s
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"?.' Y .} *
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$. .. , b. .,. ..~
?. -
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.t o /. ." , - = * , ,, .. ,g. , ; .
..,. , : .,+ . .
e *
* ::: ,; ~.1 ' ' ' .
'~~* -
l,
.*t ,
w, >. 1 -
- p39
.a TABt.E 2 C<mrimw c
(6.'-f;.y 3.,s ,- @
- .,. .A ..l l'
Eion.
- r. Yield prion
. . . . '- * .-l. - .,'( .. *-'
- e; 4 C!ssa and Grade Tensile Strength, en
.4 Diameter, in. (rr*m,) Redtic.
. . Y .p O.f s; .g. L.'s' . .- . "* Heat Treatment. Streng:h, e m, ps min. psi 2 in., non of
~. .
0 2". mm. 6, . ;,' ,3%. . . . . (kgf/ othet per- A rea. a,
.vi . mm4 Ikgf/ mm.
, . ** cent percent
, E i mm') t50 N
]. , . . _-[ ' '
mm)
." .;{. N ~~ ,- - -~~! .
Austemte Siecis
-el '
*
- PJ = ; s, . . .T' Class I 88,88C, B5\t,84T, all diarn-
-r. . , meters carbide solution tresteJ. Bri.
.. . , . N N ,' Class I A: 75 OM 3000
**l, , . b.;.. DSA. 88CA. 04NtA,88TA, nell hardaess of 192 maa (51) 30 Sn
,j * . t F.~.J., ' ', , ".. ;M; 77, . *y (21)
. a16 diameters
#* .,,,. Class 2: B8, B.iC, 887
,; ^, *;*
! .2 ; *g : -. .' .'..b,f ;' ,' ,"-")g -Qt;q.R. JD g (39.05) and under
,*. f . g. . .,, g' r. . .. *. ' , ' . . . . . .C..- .;. J.,.,
. over M to I, (19 05 to 25.41 inct carbide solutson treated and 125 000 100 stram hardened to surface. 12 000 35
+ *
. (83! cot
.; * * '. Brm. ell hardnes.s of 320 mai 115 om Sorni
.' ' 17 l. . ' overI to 187(25.4 to 3161 inct #82 ) d6r 15 35
. j f.w.ige 105 fo)
* * .d-lil % ';',:,l'1
.. , L. 65 MG
. m over ly to l'j (31.5 to 37.9) inct 20 35
. 4 F41 N61 j* ;.* U ,N.* . 4."-7.g ;T.. :.r:. -.-- j .W 7 ^ Class 2: D8.\t 1(10 on 50 nio 23 45
** 8 GO) (351
" 1 (19 05) and urider
- carbide solution treated and I10 EW) 9500 over M to I, (19 05 to 25 J) incl 15 41 stram hardened to surf. ace. 0 71 M71 Brmell hardness of ).'O m st ton ois) so inn 21 45 over 1 to ll * (25.4 to Jf 6) inc! #70) (56)
.. over l'1 to 18j f3i 6 to 37% inct 95 000 65 N) 25
- 67) 45 W)
'Jn im *0 no M 11
- hmum II.ar.inew HitC 24 @36 WI
.,./.
,~~- . I .-
- C1sss I is sulation treated.
~
due to phmcal precerty reuairernent. Clan lA is solunon treated 'n the finished
,, e95tance: tieJi trCatmcat 43 Critical Class 2 is s'otation treated and stram hardened.
tion particularly in sp.es over % in. (19.05 , unsform properties mm) inroughout m diameterAustens the sec
- Hardness remets as twem 12
.? .'6. .W&-
i . t*~g.J 1 : - i ~ d%-*
'n*. ,
.e.
t
"
- T48tE 3
. PermiswWe nars Variations ia Sre of Han-Rolled PermisssNe Vanaims
, Specu.ed Sin,in.
from Sun. fied %e. .n o[ Round e . .- Ovre 1.lnder e and under n ggg gg 18 O=er ".
- to /,/. anct GA% o lW 0W
.. *. inci 0.007 OW7 Om y to !*. inst Oxos o.tm 0 01 00,9
. O.er /. to g,38cl
-,, , 0.0C9 0Om
s
- 001$
i- . Ove- I to a */* iact 0 010
. ....
- I ,f Ed I /* anc! Orio 00 5 5 ,. . Oct1 00:1 y .. Over i .. to l /,, inci 0 016
. Over 1 */, to a */s. mcl 0.012 00!2 0 018 0.014 0 014 Over j '/, to 2, inci
'f" a 00D
**'** + 0.023
- ~ ' Over 2 to 2'/,, inet 9
- , *f e a -
Over 2 *t, to 3 ya, ,neg a Over J '/, to 4'/e. inct '/
. /~~
- O'er J 'Is to 5 '/,. incj 'I y O
, Over 5 'la to 6 '/s. inct */
- 0 Over 6. to 7, inct 00'O
*/ O 0 035
...-73.
.%.c.w*p%w.& &:eM 4.~T - s e,,;.q I06 4 M.* .;l+f .;t.*y; vu..-
s 4
.,.e v. . . . . . ~ . ~ - - . a
~***EN U
~.?,.; *.^;: y ?[.s.-. .'h.h*
. ,,. g .e.: '[.*'M'- . : z.
9.. 4
-w- , ,., - _
_.-y.- 7.. _ _ , - - . t y ,yy.,_. , . , , . . y ,, ,,_..,....-y y_ - . _ , , . . , -
. 9 CONCRETE NRC CONCERNS The NRC Construction Assessment Team has expressed the following concerns:
- 1. That deviations from the American Concrete Institute Code 318-71 in reinforcing bar placing may have resulted in honeycombed areas in the bottoms of beams and in congested reinforcing bar location areas.
- 2. That the relocation of reinforcing bars from design locations may have had some im act on the structural adequacy of members.
- 3. That apparently missing reinforcing bars (not found during the shallow excavation of exploratory trenches in members) may have had some impact on structural adequacy.
During the exit interview on June 22, 1983, the CAT postulated that rein-forcing bar spacing deviations and missing reinforcing bars are such that without further exploration, the CAT was unable to conclut'e whether , or not the structural integrity of the Reactor Building members is affected.
SUMMARY
t In response to the NRC Construction Assessment Team concerns, a program was instituted to provide visible evidence of as-built conditions. The purposes of the program were to assess structural adequacy of locations where problems were identified and to determine whether these problems were limited to areas identified or were more generic in . nature. The program includes review of bar placing schedules, drawings, and docu-mentation, including Nonconformance Reports, to find areas of congestion of reinforcement. It was assumed that the areas of congestion were those in which honeycomb or evidence of missing bars were most likely to be found, l if they were to occur at all. , i After location of the areas of congestion, the components were excavated (chipped) to expose bars. In one beam, the excavation extended through three layers of bottom reinforcement; in other areas, the excavation exposed only the outer layers of main reinforcement. The amount of excavation in each case was based upon observation during progress of the excavation. More excavation was performed in those areas for which it was felt that more conclusive evidence would be required. Concurrently, calculations' were and are being performed based upon l Page 1 - CONCRETE
e as-built information and original design loads. The resulting informa-tion is added, as completed, to Attachment 1. It is felt that poor patching, honeycomb, non-uniform bar spacing and suspicion of missing bars were properly causes of concern to the NRC Construction Assessment Team. However, the results of the investiga-
. tion on all these concerns provide assurance that the structural integrity of the Reactor Building has not been jeopardized.
The investigation indicates that all of these concerns can be attrib-uted to field relocation of bars to avoid inserts or to avoid other bars. This relocation is most significant in the areas of congested reinforce-ment and was identified in a corrective action report prior to construc-tion start at elevation 501'. In addition, at every point of investigation beyond the original three beam locations (283, 2Bil, and 2B25) identified in Nonconformance Reports, the concrete has been found free of voids, and bond of concrete to reinforcement has been found to be good or excellent, indicating the scope of problems to be limited to the areas identified. The investigation program is continuing. No structural inadequacies have been found in the components which were investigated. NRC CAT CONCRETE INSPECTION The NRC CAT originally expressed concern after viewing reinforcing bar spacing exposed in Beams 2Bil and 2B25. The bars were exposed by excava-tions made to repair deficient patches over fonnerly honeycombed areas. The original honeycombed condition was recorded on Nonconformance Report 6426-01851, dated August 4, 1976. The concrete placement was made in May, 1976. Signed inspection records exist for reinforcing bar place-ment inspection. Reinforcement in Beams 2Bil and 2B25 was found to be spaced closer together than specified by the standards. Additionally, it was not apparent from the excavation done on 2Bil near the bioshield wall that all of the eight bottom layer dowels into the bioshield wall (indicated on the design drawings) were there; only seven were visible. The inttici exploratory program was expanded to resolve the CAT concerns raised:
- 1. Review of the beam schedules to identify areas of reinforcing bar congestion. (The schedules include beam dimensions, the quantity and size of bars, and number of levels of bars, if applicable.)
Page 2 - CONCRETE
^ '
- 2. Research of documents related to these beams for areas of honey-comb reported when the beams were stripped. (Documentation included Contractor Requestsfor Information and Nonconformance Reports.)
- 3. Visual reinspection of the exterior of these areas in the beams having congested steel.
The CAT concerns persisted. Visual inspections of areas known to con-tain congested reinforcing steel were discussed as a means to resolve generic concerns about reinforcing steel placement. Concern was expressed that honeycombing could exist behind surfaces that appear to have no defects. It was dec.ided that additional exploratory excavation of concrete should be performed. A total of four excavations were made of foundation mat and floor patches. The first layer of steel was exposed in each of these areas and was inspected by the CAT representative. The results are summarized in Attachment 1. A reinforcing steel location device was employed and indicated missing reinforcing steel in the lower layers of Beams 2Bil, 2B25, 283 and 2B5. Trenches were cut in the bottoms of these beams to expose the lower layers of steel. Trenching proved that the reinforcing bar scanner was not accurate in these instances.
~
Four additional beams were selected in areas where some congestion of steel is known to exist. Two of these locations were at the inter-sections of Beams 6B9 and 3B18 with the bioshield wall, known to con-tain lap splices of dowels and main bars; two others were at the intarsections of Beams 4B30 and 3810 and columns. The results are summarized in Attachment 1. Trenching indicated no internal honeycombing in areas of congested reinforcing steel where the surface was of sound concrete. l It should be noted that, as is evident from the above description of exploratory work done to date, the spacing deviations were most ! severe in three of the locations where heavily reinforced beams framed into the bioshield wall. It should also be noted that honeycombing of a severity requiring repair was also limited to these three locations. In summary, during his visit, the CAT representative inspected exposed bars in the foundation mat and floor, and the bottom levels of bars in - eight beams. ADDITIONAL EXPLORATORY WORK After departure of the Construction Assessment Team from the WNP-2 site, i Page 3 - CONCRETE
additional exploratory work was performed. The work included the following:
- 1. Two additional excavations into Beam 3B18.
- 2. Additional excavation into Beam 285(S) to expose all three layers of bottom reinforcing.
- 3. Excavation into the north face of the Fuel Pool Wall at column line K.
- 4. Excavation into the beam / wall of the Dryer Separator Pool on column line K.
- 5. Excavation into the pilaster at the intersection of column line 3.4 and M.
- 6. Excavation into the interior face of the building exterior wall on column line 4.
S'TRUCTURAL ADEQUACY OF EXCAVATED BEAMS The structural adequacy of the excavated beams for as-built conditions is being investigated. Calculations are being performed for all excavated beams. The loads of the original calculations are being used. Arbitrary conservatism, introduced during original design to account for unknown / unanticipated loadings during construction and operation is being reviewed for appli-cability. It should be noted that the design reinforcement for concrete satisfied the " worst" (controlling) load combination for each component prior to start of construction. In many of the design cases, the load combination for construction loading controlled and the beams were designed for that loading. Now that the Reactor Building structure has been completed and there is no longer need to provide for the construction loadings, the reinforcement provided may be greater than that required for the normal and safe shut-down loads. Examples of the decrease in the number of bars required to satisfy normal conditions / safe shutdown requirements from those required to satisfy construction requirements are shown on the following page. I Page 4 - CONCRETE
Reinforcement for Reinforcement for Normal Construction Load Operating Conditions /SSD Beam Combination Load Combinations 2Bil 24-#11 Bars in 5-#11 Bars in one (bottom) layer three layers of 8-#11/ layer 285 14-#11 Bars in 4-#11 Bars in one (bottom) layer two layers of 7-#11/ layer
- Other examples are summarized in Attachment 1.
The'se examples provide assurance that these representative beams, and other unexcavated beams similar in construction and design requirements, are structurally adequate and do not impair the structural integrity of the Reactor Building. RESULTS OF INVESTIGATION
- Attachment 1 provides information on the reinforcement of structural components which is being used for evaluation, comparison, and recalcu-lation.
The attachment information specifically identifies components, lists the reinforcement required in the original design, lists reinforcement ex-posed by excavation, lists reinforcement now required to satisfy o'perating/ safe shutdown conditions, and includes explanatory remarks. The sketches referred to provide pictorial representations of the bar locations. A total of 6 beams in the Reactor Building have three layers 'of reinforce-ment as bottom reinforcement. Three of those beams (2Bil, 2B25 and 3B18) were excavated to expose reinforcing and are summarized in Attachment 1. One beam (2B5) designed for two layers of reinforcement, appeared to have missing bars in the bottom layer. Additional excavation revealed that all of the required bars had been placed, but in three layers instead of the required two, as noted in Attachment 1. Beams 2811 and 2B25 were designed for a controlling load combination which included construction loads. As noted in Attachment 1, the beams are now greatly over-reinforced for future loads. After excavation, all bars and chipped areas were inspected visually. There was some honeycomb visible in Beams 2Bil and 2B25 (possibly from the defective patch) but none in other areas. As noted herein, Beams 2Bil and 2B25 are now over-reinforced; loss of bond due to honeycombing for a number of bars would not affect structural adequacy of the beams. Page 5 - CONCRETE
l, 4 l In other areas, there was no visible evidence to indicate any unsatis-
~
factory bond development. . t ) After excavation of the Reactor Building foundation mat (10'-3" east of line 9.4 and 7'-0" north of line N) to expose the No.18 bars placed as mat reinforcement, one No.11 bar, placed east-west, was found. Review of the contract drawings and reinforcing steel shop drawings confirms that this 18'-0" long straight bar is a top bar (of eight bars placed horizontally) across the north end of the sump located west of the excavation. This excavation is summarized on page 8 of Attachment 1. Only two cases were found where dowels may be missing. Further excava-tion of beams to locate potentially missing dowels was considered. It . was decided not to excavate for the following reasons:
- a. The dowels are not required to resist the design loads.
i i b. Development of shear capacity by repair of the 4 excavation would be df fficult. The resulting repair might not be as strong as the existing concrete.
- c. The disadvantage of possible damage to the beam out-l weighed the advantage of finding an unneeded dowel. __
It is concluded from the investigation results that all c'omponents investi-gated are satisfactory for intended service. Among the concerns investigated and summarized in Attachment 1: Beam 285 - Drawings indicated.two layers of bottom bars; all bars were found,- but in three layers. Beam 2Bil - One dowel was not found. The dowel is not required to saticfy ACI Code design requirements. , Beam 3B18 - One dowel was not found. The dowel i.s not . required to satisfy ACI Code design requirements. Beams 283, 2Bil, and 2B25 - Nonconformance report wa's ! written to remove honeycomb and to repair / beams..in 1976. Defective patches have b.een
~
removed and excavations haie been performed in the bottans of the beams. ~ Beams are
- structurally adequate.
P l The concerns with dowels,-honeycomb, and voids are evaluated .in the i following section. ' j _ l . v Page 6 - CONCRETE - l i -
, - . _ . - . _ ~ - , _ -
SAFETY PROVISIONS AND CONSIDERATIONS IN DESIGN
- 1. LOAD FACTORS AND 0 FACTORS Strength design, as presented in the American Concrete Institute Code 318-71, recognizes that factors of safety must be incorporated into any design. The Code accanplishes this by requiring the use of the following:
- a. Load Factors
- b. 9 Factors (capacity reduction factors)
Load factors, co,mbined with capacity reduction factors, are intended to ensure ample design margins for structures and to offset the effects of small variations in material strengths, workmanship, and other unanticipated design and construction deviations.
- 2. HIGH CONCRETE STRENGTH Actual compressiva strength of concrete at the WNP-2 Site is 6500-7000 psi; the original specified strength was 4000 psi. Since the design parameters of concrete structures hinge upon the compressive strength of the concrete, it can be assumed that concrete components have a margin above that required by the original design.
- 3. D0WELS Paragraph 12.2.1 of ACI Code 318-71 stipulates, "At least one-third the positive moment reinforcement in simple members and one-fourth the positive moment reinforcement in continuous members shall extend along the same face of the member into the support, and in beams at least 6 inches".
At WNP-2, as shown on the contract drawings, nearly all of the beams have positive reinforcement extended into the support either directly or through splicing (dowels) at the face of the support. Misplacement of one dowel or suspicion of a missing dowel in Beam 2Bil and one in Beam 3818 do not constitute deviations from Code design requirements in these instances. All of the dowels called for on the
' drawings are not needed to satisfy the Code requirements quoted above,
_ nor are they required to satisfy design requirements for load com-
, binations. A conservative design would become slightly less conserva-tive but still exceed the requirements, and the structural integrity of the beams would not be jeopardized.
The above c'an b'e applied to all beams in which the number of dowels match the number of main bars at the supports. In such cases, a missing or misplaced dowel would not be a deviation from Code Page 7 - CONCRETE
~.
i design requirements and would not jeopardize the structural integrity of the beams.
- 4. HONEYCOMB / VOIDS',
The ACI Code stipulates the relationship between the maximum size of coarse aggregate and the minimum clearance between bars in order to achieve proper consolidation of the concrete and'to avoid honey-combing and voids. This relationship can be waived by the engineer, provided that, in the engineer's judgment, proper consolidation and workability' can be achieved and concrete can be placed free of voids or honeycomb. Clearly, the code expects that honeycomb and vofds which are the result of poor consolidation will have concrete surface indications of their presence. These surface indications were visible on the bottoms of Beams 2B3, 2B11 and 2825 when the forms were stripped and honeycombing/ voids were found. Similarly, surfaces which were free of imperfections were excavated and were found to be free of honeycomb and voids. These surfaces were excavated as a result of the CAT review to find areas of reinforcement congestion where honeycombing and voids would be most likely to occur. The areas inclu' dad those in the Fuel Pool Wall, Dryer-Separator Pool Wall, exterior building wall, pilaster / column, floor, foundation mat, and beams at three different floor elevations. There were no imperfect surface indications; no voids or honeycombing were found. The ACI recognizes _that honeycomb can and does occur in concrete con-struction. ACI 301, " Specifications for Structural Concrete for Buildings", discusses the repair of honeycombed areas in Chapter 9. This discussion implies that once the defective area is properly repaired, the structural component will perform its intended function. Honeycomb and voids appeared only at floor elevation 471' in Beams 2B3, l 2Bil and 2B25. The contributing factor was congestion of reinforce-l ment due to splicing and relocation of bars to accommodate placement l of inserts. These areas were excavated and patched at'that time. The patches were found to he defective later. After repair, these beams were subjected to heavy construction loads, which were higher than any loads to be expected under future operating conditions. No sign i of structural inadequacy has been observed. ( As noted in the Attachment 1 section of this report, only a small i amount of honeycomb was found in Beams 2Bil and 2B25 after recent excavation of the patch. There is some question that the small amount of honeycomb might have been part of the original defective patch. i Page 8 - CONCRETE l 3
At higher floor elevations, beginning at elevation 501', the use of the large diameter inserts was stopped. A Corrective Action Report concerning bar congestion had been issued. These actions resulted in concrete placement free of honeycomb and voids as evidenced by the excavations into the Fuel Pool Wall, the Dryer-Separator Pool Wall, and Beams 3B10, 3B18, 4B30 and 6B9. The results are summarized in Attachment 1.
- 5. DESIGN CONSERVATISM Results of re-analysis of the beams, as shown in Attachment 1, clearly demonstrate that the original design provided ample safety margins. Reinforcement required as " positive moment reinforcement" (bottom reinforcement) is shown on the drawings. This reinforcement furnished is actually more than that required for future operation.
The amount of reinforcement extended into the supports directly or through dowels is greater than that required by ACI Code 318-71. This design conservatism offsets or negates the effect of honeycomb / voids. Page 9 - CONCRETE
Attachment 1 i
- 1. All components listed in Attachment 1 meet code design requirements, except those for which analysis is still in progress.
- 2. Dowels required for main bars in beams are shown in the referenced sketches.
! 3. The report and referenced sketches should be reviewed concurrently with Attachment 1. - I 1 9 I e
Attachment 1 __ REINFORCING SIEEL INVESTIGAil0N (REACTOR BUILDING) Page 1 CONC /REINf ELEV/ STRUCTURAL RElbr0RCEMENT kiQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT REQ'D.DY jPLACEDBY LEVEL HEl10ER ORIGINAL DESIGN & Sil0WN ON ANALYSIS FOR OPERAllNG p733pg3 LOCATION Or EXPOSED REINF CON 1RACTf. IDENTIFICATIOh CONTRACT DWGS. EXCAVATION /DOND 'HAIN DOWELg- LDAD CASE (It0ST CRITI-1 CAL LOAD CASE) I 6426 471' Beam 2B3 - 14 All bars in two layers. 2' eas f column 7 fil - Analysis in progress Exposed bottom-most layer of
! 7 bars in each layer. line . See rebars only. Exposed- rebars Sketch deviate from ACI spac- -
See Sketch No. SK-1 Bond is good at the No.SK-' . ing requirement at 4 places. location of excava- Sect. Preliminary revime / analysis tion. A-A indicates that the beam is j acceptable with ample design Some honeycombing' reserve. Reinforcing bars was identified at the moved to accommodate two interface of the rows of Richmond Inserts lo-beam and Biological cated parallel to main rein-
. Shield Wall and was forcement.
reported in NCR 6426-01851 in 1976. Honeycombing was re-
- moved and repaired.
6426 471' Beam 2BS 14 fil bars in two layers. 14 #11 4 fil (bottom rebars) Exposed bottom beam bars are 7 bars in each layer. 7' west of line(h fSee - in three layers as follows: Find is excellent Sketch 5 bars tw bottom-most layer See Sketch No. SK-2 NoSK-2 5 bars le middle layer Sect. 4 bars in top layer A-A All rebars meet ACI spacing . requirement. Ratio of re-bars provided to rebars re-quired = 3.5 i I L-- _ ___
Attachment 1 REINFORCING STEEL INVESTIGATION (REACTOR BUILDING) Page 2 CONC /REINE ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY PLACED DY LEVEL AS BUILT REINFORCEMENT . MEllBER REINFORCEMENT REQ'D.BY ORIGirlAL DESIGtt & $tt0wN ON ANALYSIS FOR OPERATING CONTRACT # IDENTIFICATION CONTRACT DWGS. LOCATION OF EXPOSED REINF Ddgg LOAD CASE (fl0ST CRITI- pggg 3 EXCAVATION /DOND 'HAIN CAL LOAD CASE) 6426 471' Beam 2B-11 24 til bars in three layers. 8 bars in each layer. 2' west of lineh 8Seeill - 5 fil (bottom rebars) ' Exposed bottom-most layer of re-Bond is good at the Sketch bars only. Exposed rebars deviate See Sketch No. SK-3 losation of chtp- No. SK.; from ACI spacing require-ping. ment at one place. Ratio of rebars
. Sect
- provided/ required = 4.8. Rein-C-C forcing bars placed to acconinodate l - Richmond Inserts which resulted in spacing deviation in one place.
6426 471' Beam 28-11 -do-8' east of Ifne h 8 fil 7 fil -do- Exposed bottom-most layer of re-Bond: Some honey. 58' bars only. Exposed rebars deviate combing was noticed Sketch from ACI spacing require-due to rebar conges- No. SK-". ment at 5 places. Ratio of rebars tion. Sect, pruvided/ required = 4.8 which will B.B offset the effect of honeycomb 1rg, if any, due to rebar spac-ing deviation. Reinforcing bars placed to acconsnodate Ricimond Inserts. Dowel is not required in this case. See discussion in Report. 9 h
. i.
O
Attachment 1 Page 3 REINFORCING STEEL INVESTIGATION (REACTOR BUILDING) CONC /REINE ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT REQ'D.BY PLACED BY LEVEL MEMBER ORIGINAL DESIGN & Sil0WN ON ANALYSl5 FOR OPERAllNG LOCATION OF EXPOSED REINF REMARKS CONTRACTl 10ENTIFICATIO0 C01 TRACT DWGS.
'HAlN-- DdO[Lg- LDAD CASE (HOST CRITI-EXCAVATION / BOND CAL LOAD CASE)
, 6426 471' Beam 2811 24 fil bars in three layers. Close to the outer 7 #11* 1 #11* 5 fil (bottom rebars) Defective patch removed. . Exposed 8 bars in each layer. face of the Bio See bottom-most layer of rebars only.
See Sketch No. SK-3 Shield Wall Sketch . Exposed rebars deviate from ACI No.SK- - spacing requirement at 3 Bond: Some honey- 5,cg* . places. Ratio of rebars provided/ conbing was noticed A-A required = 4.8. Reinforcing bars due to rebar conges- placed to accommodate Richmond tion. Previously inserts which resulted in spacing
! repaired in response deviation in three places. One main to a Nonconformance bar was terminated at the face of the
, Report. Bio Shield wall which is in accor-dance with the ACI code.
6426 471' Beam 2B25 24 fil bars in three layers. 7' west of line 8. 8 #11 - 6 fil (bottom rebars) Exposed bottom-most layer of re-
, 8 bars in each layer. See bars only. The exposed rebars
, Bond is good at' t* e Sketch deviate from ACI spacing See Sketch No. SK-4 location of chipping No. SK d requirement at 1 place. Ratio of Previously repaired Sect
- rebars provided/requir,ed = 4.0.
in response to a g,g Reinforcing bars placed to acconne-Nonconformance date Richmond Inserts which resulted
. Report in spacing deviation in one place.
- One #11 main bar does not appear i in the section because of its ter-mination before the section. *No dowel required.
%u - -
At tachnen t _1 1
! Page 4 REINFORCING SIEEL INVESTIGAT10tl (REACIOR BUILDING) iCONC/REINE ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BulLT REINFORCEMENT REINFORCEMENT REQ'D.BY l'LACLD BY LEVEL HEl1BE R ORIGINAL DESIGil & Sil0WN ON At4ALYSIS FOR OPERAllNG pgg3
,C0t4 TRAC 1#
LOCAll0N OF EXPOSED REINF IDENTIFICAT100 00tilRACT DWGS. W IN ~D dsiLp LOAD CASE (fl0ST CRITI-
~
- EXCAVAil0N/B0 TID CALLOADCASE) l 6426 471' Beam 2B25 24 fil bars in three layers. 8' east of line 8 fil 8 #11 6 fil (bottom rebars) Defective patch removed. Exposed 8 bars in each layer. See bottom-most layer of rebars only, i Bond: Some honey- Sketch The exposed rebars deviate from 1 ; See Sketch No. SK-4 combing was noticed No. SK d , . ACI spacing requirement at .
d
, , due to rebar conges- $,cg* 4 places. Ratio of rebars provided/l l tion. Previously A.g required = 4.0. Reinforcing bars ,
repaired in response placed to accommodate Richmond I to a Nonconformance Inserts which resulted in the spactn') Report. deviations at 4 places. 6426 501' Beam 3B10 7 810 bars in single layer. " west of line 7 #10 - Analysis in progress Exposed the bottom beam bars. The
. See exposed rebars deviate from ACI ,
See Sketch No. SK-fi Sketch spacing requireinent at one Bond is excellent at No.SK-5 place. All bottom bars extended into the location of Sect, column. Preliminary review / analysis chipping. A-A indicates that the beam is accep-table with anple design reserve. i 1 I i . \
4 i 1 Attachment 1 REINFORCING STEEL INVESTICATION (REACTOR BUILDING) Page 5 l(ONC/REINEELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT RE0*D.DY
'PLACED BY LEVEL HENBER OEIGINAL DESIGN & Sil0WN ON ANALYSIS FOR OPERATING LOCATION OF EXPOSED REINF REMARKS
{ CONTRACT # IDENilflCAT100 CCNIRACT DWGS. AhlN DOWELS LOAD CASE (HOST CRITI-EXCAVATION /DOND CAL LOAD CASE) l t I 6426 501' Beam 3B18 24 #11 bars in three layers " east of line 8 fil - Analysis in progress Exposed the bottom-nost layer of
. as follows: .
- See the bottom bars of the beam. All 8 #11 bars in bottom-most Sketch exposed bars meet ACI spacing layer are to be developed No. SK-l-requirement.
Int) support ("A" bars); Sect" Bond is excellent 2 liyers of 8 fil bars each
- in the 2nd and 3rd layers to at the location of D-D be in the middle 2/3 of the chipping.
beam span ("B" ters). l See Sketch No. SK-6 6426 501' Beam 3818 -do- " west of line 8 #11 5 fil -do- Exposed the bottom-most layer of
. See the bottom bars of the beam. The Sketch exposed rebars deviate from ACI Bond: Good at the No.SK-6 , spacing requirement at 2 places.
location of chipping Sect. Since dowel termination points in A-A the beam match the curved profile ,' of the bio-shield wall, the number of dowels in a cross-section will vary as the distance from the. intersection. . l
-- --.. l l
Attachment 1 REINFORCING STEEL INVESTIGATION (REACIOR BUILDING) Page 6
, CONC /REINE ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BUILT REthr0RCEMENT REINFORCEMENT REQ'D.BY PLACLD BY LEVEL HEttBER 011GINAL DESIGN & Sil0WN ON ANALYSIS FOR OPERATINr.
LOCATION OF EXPOSED REINF REMARKS iCONTRACTf IDENTIFICAT10ll CONTRACT DWGS. EXCAVATION / BOND TtAIN DDAELS- LOAD CASE (fl0ST CRITI-CAL LOAD CASE) - 6426 501' Beam 3B18 21 fil bars in three layers " east of line 8 fil 7 #11 Analysis in progress. Exposed the bottom-most layer of as follows: . See the bottom beam bars. The exposed Sketch bars deviate from ACI spacing re-L fil bars in the bottom- aond: Good at the No.SK-i
- quirement at 3 places. Preliminary nost layer are developed location of chipping review / analysis indicates that the into support ("A" Bars); Sect. beam is acceptable with ample de-2 layers of Bill bars each B-B sign reserve. The beam dowels are in the 2nd and 3rd layers placed to accommodate existing are in the middle 2/3rds of column rebars.
the beam span ("B" Bars). See Sketch No. SK-6 l
' 6426 501' Beam 3018 -do- " east of line 8 #11 7 fil -do- -do
. See Dowel is not required in this case.
Sketch See discussion in attached Report. Bond: Good at the No.SK-i location of chipping Sect. I C-C 206A S22' Beam 4830 7 #11 bars in single layer 9" north of line 7 #11 - - Exposed the bottom beam bars. All
. See bars meet ACI spacing requirement.
See Sketch No. SK-7 Sketch No dowels are required. Bond is excellent at HoSK-7 the location of Sect. , chipping A.A . I I i i I 0 J
Attachment I _ REINFORCING STEEL INVESTIGATION (REAC10R BUILDING)
#9' ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT REQ'D.BY l PLACED CONC BY /REINE LEVEL HEttBER Ol!GINAL DESIGft & SHOWN ON ANALYSIS FOR OPERAllNG LOCATION Of EXPOSED REINF REMARKS CONTRACT # IDENTIFICATI0f< CONTRACT DWGS.
WIN ~ IiDWELS LOAD CASE (r10ST CRITI-EXCAVATION /8OND
. CAL 10AD CASE) i l 206A 572' Beam 6B9 4 #10 bars in single layer. 2'-0" north of Bio 4 #10 4 #10 -
Exposed the bottom beam bars. The ,
' Shield Wall face. See exposed bars deviate from ACI e See Sketch No. SK-8 Sketch . spacing requirement at 2 places.
Bond is excellent No.SK-1 The beam dowels are placed to miss at the location of existing Bio Shield Wall rebars, a chipping Engineering review indicates that
! f'-{t. the beam is acceptable with ample i design reserve.
~
206 448' Pilaster / 32 #11 bars total Elev. 448; west face 11 fil 5 #11 Exposed all bars on the west face C lumn 11 fil bars on the west face of the Pilaster / 2 #4tle4pilce of the pilaster. Vertical main
. 8 of the pilaster Column 9 24"oc rebart are staggered spilced. Be-
#4 Column ties at 24" o.c. See cause of the staggering, all splices See Sketch No. SK-9 Bond is excellent Sketch do not show in the excavation.
at the location No. SK-9 All bars peet ACI spacing require-of chipping View ment. A-A 6426 492'-6" West Exterior Vertical fil bars 9 9" o.c. East face of the IRebar - - Wall Horizontal fil bars 9 12" c.c placed Exposed rebars are placed within n' north of line . design requirements and meet ACI See Sketch No. SK-10 2'-3" x 2'-7" area d within spacing requirements, exposed design require-Bond is excellent ments. ' at the locatio'.) of See chipping. Sketch No.SK-13 4 View - A-A i l l l
I t Attachment 1 REINFORCING STEEL INVESTIGATION (REACTOR BUILDING) Page 8 1 ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT REQ'D.BV l CONC /REINT ANALYSIS FOR OPERATING gPLACED BY LEVEL HEttBER ORIGINAL DESIGN & SHOWN ON LOCATION OF EXPOSED REINF. REMARKS CONTRACT # IDENTIFICATI0f1 CONTRACT DWGS.
' RAIN DOWELS EXCAVATION /DOND c fDLOAD C S t .
206A $78'-75" North Wall of 36 #10 bottom wall / beam bars At bottom of wall / 12 #10 - - Exposed the bottom-most layer of Dryer Separa- in three layers of 12 bars beam ast of See the three bottom beam bar layers. e tor Pog1 along each. Ifne Sketch All rebars meet ACI spacing and line K See Sketch No. SK-ll 10. SK- 1 - design requirements. Bond is excellent Sect. at the location of A.A chipping. 206A 588' North Wall of 2 rows of vertical #119 9" North face of wal Rebars - - Exposed rebars are placed within
, fuel Storage ea. face. I row hortrontal beam along line placed ACI spacing and design requirenents, . . Pool Wall / fil 910" ea. face. 22 #11 & 3' east of Ifn within Beam long tc.p beam bars in two layers 8.3 design line K of 11 bars each. require -
See Sketch No. SK-12 Bond is excellent at sents.
- the location of See chipping Sketch No.SK-1 2 View A-A 205 422'-3" Reactor Build. f18 bars 918" o.c. with + 1 -3" east of Ifne Rebars - -
The exposed rebars are placed Hat 6" tol. (2 layers); add't'I. (9. & 7' north of placed within ACI spacing and design trim bars for RHR pump pit 11 N within requirtec..ts. E12-C0028 & Sump fD-R2 design Top-most layer exposed. Bond is excellent require - - See Sketch No. SK-13 at the location ments, of chipping See Sketch No.SK-1 3 4 4 _a j .
Attachment I REINFORCING STEEL INVESTIGATION (REACTOR BUILDING) Page 9 CONC /REINI ELEV/ STRUCTURAL REINFORCEMENT REQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT REQ'De BY PLf4CED BY LEVEL met 1 DER 01tGINAL DESIGN & Sil0WN ON EXp0 SED REINF ANALYSIS FOR OPERATING LOCATION OF RE N S CONIRACT# IDENTIFICATION CONTRACT DUGS
- EXCAVATIOH/ BOND idTN D6gg LOAD CASE (HOST CRITI-CAL LOAD CASE)
I 205 422'-3" Reactor Bulld. #18 bars 9 18" o.c. with ' 8" east of Ilne Rebars - - The exposed rebars are placed Mat ! 6" tolerance. (2 1ayers) '7 & 6' 2" south of placed within ACI spacing and design ine N within requirements. See Sketch No. SK-14 design * *
; Bond is excellent at require- Top-mostlayerexposeq.
a the location of ments. chipping. See 8
' Sketch No. SK-: 4 I
205 422'-3" Reactor Bulld. #18 bars 9 18" o.c. with ' 8" east of Ilne Rebars - - The exposed rebars are placed Mat 4 6" Tol. (2 layers); add't .4 & 8' 8" south placed within ACI spacing and design Erla bars for RHR pump pit of Ine K within requirements. E12-C002A design Top-most layer exposed. See Sketch No. SK-15 Bond is excellent require- , at the location ments. of chipping. See
, Sketch No SK-l!.
t 6426 471' Slab 9 EL 471' #6 9 12" E-W 3'-6" West of line@Rebars - - The exposed rebars are placed
#6 9 12" N-S ' 6" south of line placed within ACI spacing and design ! See Sketch No. SK-16 .
- 1. within requirements. .
design . Bond is excellent require-
- at the location of ments.
chipping See Sketch No.SK-In ' We m me 1 1
. Attachment I g REINFORCING SIEEL INVESTIGATION (REACTOR DUILDING) Page 10
.s STRUCTURAL REINE0RCEMENT REQUIRED BY AS BUILT REINFORCEMENT REINFORCEMENT REQ'D.BY gCONC/REINI ELEV/
PLACED Di LEVEL MEMBER ORIGINAL DESIGN & SHOWN ON ANALYSIS FOR OPERATING LOCATION OF EXPOSED REINT REMRKS CONTRACTi IDENT IFl( ATI0f< CONTRACT DWGS. EXCAVATION / BOND MAIN DOWEg LOAD CASE (fl0ST CRITI-CAL LOAD CASE) 6426 476' East exterior ill 99" o.c. vertical bars On line h. 9 Rebars - - The wall was chipped to expose re -
- wall #11 912" o.c. horizontal'
' 6" north of If ne placed bars on both faces of the wall. I bars. N ,
within Theexposedrebarsareplacedwith-l design - in design requirements. The verti , 8 Above bars are in both faces Bond is excellent require - cal bars are provided with stagger-i of the wall, at the location ments. ed splices on both faces. of chipping See
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b Washington Public Power Supply System P.O. Box 968 3000 GeorgeWashington Way Richland, Washington 99352 (509)372-5000 4 WNP-2 CONCRETE EXCAVATI0t' . REACTOR BUILDING 7/6/83 Negative Number Description Job 83-869 1 East exterior wall el. 476' (looking west). 2 same as neg. no. 1. 3 same as neg. no. 1. 4 North wall / beam dryer separator pool el. 578'-7h" (looking up). 5 same as neg. no. 4. 6 North wall /bcam fuel storage pool el. 588' (looking south). 7 same as neg. no. 6. 8 El. 572' floor beam EB9 (looking up), 2' north of bio shield wall face. 9 same as neg. no. 8. 10 El. 522' floor beam 4B30 (looking up), 4'-9" north of col. line. 11 same as neg. no. 10. j 12 West exterior wall (east face) in stair well el. 492'-6" (looking west). 13 same as neg. no. 12. 14 El. 501' floor beam 3B18 (looking up), 5' east of col. line, 7.7. 15 El. 501' floor beam 3B18 (looking up), l' east of col. line, 7.7.
'5 same as neg. no. 15.
17 El. 501' floor beam 3B18 (looking up), 5'-6" west of column line, 7.7. 18 same as neg. no. 17. 19 El. 501' floor beam 3B18 (looking up), 3'-3" east of col. line, 8.3. 20 same as neg. no. 19. 21 Mat el. 422'-3" SW corner near elevator (looking down),10' east of col. line, 9.4; 7' north of col line, N. 22 same as neg. no. 21. 23 Mat el. 422'-3" crane bay (looking down), 6' south of col. line, N; 6'-9" east of col. line, 7. 24 same as neg. no. 23. 25 Pilaster / column-at 3.4 and M (looking southeast). 26 same as neg. no. 25.
s Page 2 K WNP-2 Concrete Excavation Reactor Building 7/6/83 Negative Number Description 27 same as neg. no. 25 (looking northeast). 28 same as neg, no. 27. 29 Mat el. 422'-3", 9' south of col . line, K; 10' east of col . line, 9.4. 30 same as neg. no. 29. 31 El. 471' floor beam 2Bil (looking up), 2' west of col. line, 8.3. 32 same as neg. no. 31. 33 El. 471' floor beam 2B11 (looking up). 34 same as neg. no. 33. 35 same as neg. no. 33. 36 same as neg. no. 33. 37 Slab at el. 471' (looking down), 3'-6" west of line, 6; 4'-6" south of line, H.3. 38 same as neg. no. 37. 39 El. 471' floor beam 2B-25 (looking up), 8' east of line, 8.3. 40 same as neg no. 39. 41 El. 471' floor beam 2B-25 (looking up), 7' west of line, 8.3. 42 same as neg. no. 41. 43 mis-fire. 44 El. 471' floor beam 285 (looking up), 7' west of line, 8.3. 45 same as neg. no. 44. 46 El. 471' floor beam 2B3 (looking up), 2' east of line, 7.7. 47 same as neg. no. 46. 48 same as neg. no. 46. 49 El. 501' floor beam (looking up) 4'-9" west of line, 8.3. 50 same as neg. no. 49.
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